CN114263114A - Construction system and construction method of large-section steel box girder - Google Patents

Construction system and construction method of large-section steel box girder Download PDF

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Publication number
CN114263114A
CN114263114A CN202111570874.7A CN202111570874A CN114263114A CN 114263114 A CN114263114 A CN 114263114A CN 202111570874 A CN202111570874 A CN 202111570874A CN 114263114 A CN114263114 A CN 114263114A
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China
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plate
steel
box girder
steel box
temporary support
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余跃
沈守涛
吕荣海
王世凯
屈波
郭文镖
刘宇
钱勇
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Anhui Road and Bridge Engineering Co Ltd
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Anhui Road and Bridge Engineering Co Ltd
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Priority to CN202111570874.7A priority Critical patent/CN114263114A/en
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Abstract

The invention discloses a construction system and a construction method of a large-section steel box girder, wherein the system comprises a plurality of temporary supports and the steel box girder, the temporary supports and piers (32) share to form a bridge support for supporting the steel box girder, and the steel box girder is formed by splicing a plurality of sections (34) according to the trend of the bridge. In the method, the plate units (8) forming the segments (34) are prefabricated, temporary supports are arranged on site, the segments (34) are hoisted, the bridge is welded and coated after the flange plates (55) are installed, and then the temporary supports are dismantled. The method has the advantages of economy and high efficiency, can realize quick fine adjustment, and greatly shortens the time for hoisting the double-layer bridge steel box girder by adopting the traditional method.

Description

Construction system and construction method of large-section steel box girder
Technical Field
The invention relates to the field of bridge steel box girder construction systems, in particular to a construction system and a construction method of a large-section steel box girder.
Background
With the rapid development of society in recent years, the status of a large-span bridge in highways and urban roads is more and more important. With the successive development of many novel bridge-type, wide-width bridges, the box-section form is widely adopted. In recent years, with the development of bridge engineering in China, a large number of modern large-span bridges with complex and novel structures and high technical difficulty are successfully built, and most of the large-span bridges are steel bridges.
The steel box girder has the advantages of light dead weight, large spanning capability, short construction period, convenient manufacture and erection and the like, and is widely applied to the construction of urban bridges and sea-crossing bridges. However, with the continuous development of bridge technology in China, higher and higher requirements are provided for the section width, the main span, the manufacturing process and the like of the steel box girder. The steel box girder with higher technical index is urgently needed to meet the requirement of the bridge construction process.
In view of this, there is a need for the invention of a construction method for a large-section steel box girder, which improves the precision of construction and installation and the convenience of operation on the premise of ensuring the working safety of the section steel box girder, and simultaneously effectively reduces the difficulty of dismantling a field temporary support system, thereby achieving the purposes of high construction speed, low cost and small environmental impact.
Disclosure of Invention
The invention aims to provide a construction system and a construction method of a large-section steel box girder, which have the advantages of high construction speed, low manufacturing cost and small environmental influence.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
big cross-section steel box girder's construction system, including a plurality of temporary support, steel box girder, wherein temporary support constitutes the bridge with pier (32) sharing and supports, the steel box girder is supported by pier (32) and each temporary support jointly, wherein:
each temporary support comprises a plurality of concrete strip foundations (23), embedded steel plates (21) are embedded in each concrete strip foundation (23), each embedded steel plate (21) is connected with a plurality of steel pipe piles (20) vertically penetrating through the concrete strip foundations (23), the upper ends of the steel pipe piles (20) are welded into a whole top through double-spliced I-shaped steel (18), and a plurality of steel cushion blocks (17) are fixed on the whole top;
the steel box girder is formed by splicing a plurality of prefabricated sections (34) according to the trend of a bridge, each section (34) comprises a bottom plate (9) and webs (13) connected to two sides of the bottom plate (9), a plurality of transverse partition plates (11) are connected between the webs (13) on the two sides and on the bottom plate (9), and a top plate (15) is supported and fixed on each transverse partition plate (11) together;
each segment (34) is respectively hung on each pier (32) and the temporary support in the bridge support and sequentially spliced according to the trend of the bridge to form the steel box girder, wherein the bottoms of the middle bottom plates (9) of each segment (34) at the two ends of the bridge in the walking direction are respectively supported by the piers (32), and the bottom of the middle position of each segment (34) of each bottom plate (9) is respectively supported by a steel cushion block (17) at the top of the temporary support;
web (13) concatenation ring mouth (34) department lateral surface is equipped with three-dimensional adjusting device (35) respectively in adjacent section (34), three-dimensional adjusting device (35) include jack (38), chain block (41), the cylinder body end, the ejector pin end of jack (38) are connected with two adjacent section (34) lateral surfaces through yard board (39) respectively, the casing end of chain block (41) is fixed in one of them section lateral surface through the couple, and the cable end of chain block (41) is fixed in another section lateral surface.
Furthermore, in the temporary support, the steel pipe piles (20) are connected through channel steel (19) to form a lattice column,
furthermore, in the temporary support, a horizontal stiffening rib is arranged between adjacent steel pipe piles (20) to serve as a transverse distribution beam (24), and two sides of each transverse distribution beam (24) are connected with the corresponding steel pipe piles (20) through limiting pile columns (25).
Furthermore, in the temporary support, a stiffening rib (22) is connected between each steel pipe pile (20) and the embedded steel plate (21).
Furthermore, every pier (32) top is equipped with interim fixed sign indicating number board (36), supports corresponding segmentation (34) by interim fixed sign indicating number board (36), interim fixed sign indicating number board (36) are including sign indicating number board bottom plate (42) to and can dismantle sign indicating number board curb plate (47) of connecting perpendicularly on sign indicating number board bottom plate (42), can dismantle between sign indicating number board curb plate (47) and sign indicating number board bottom plate (42) and be connected with bracing (45), insert respectively between adjacent segmentation (34) and with the relative end face contact of adjacent segmentation (34) by sign indicating number board curb plate (47) both sides face, and support adjacent segmentation (34) tip bottom relative to each other by sign indicating number board bottom plate (42) of sign indicating number board curb plate (47) both sides.
A construction method of a large-section steel box girder comprises the following steps:
s1, construction preparation: familiarizing with design files, checking design drawings, and segmenting the steel box girder by combining the structural form, the transportation capacity and the site conditions of the hoisting capacity of the steel box girder;
s2, manufacturing plate units (8) forming the segments (34) through an anti-deformation jig frame, wherein the plate units (8) are bottom plates (9), or transverse partition plates (11), or webs (13), or top plates (15), during manufacturing, a plurality of positioning lines (10) are arranged on the plate surfaces of the bottom plates (9) along the extending direction of the bottom plates (9), a plurality of web positioning lines (14) are arranged on the plate surfaces of the webs (13) along the extending direction of the webs (13), and transverse partition plate positioning lines (12) crossing the plate surfaces are respectively scribed on the plate surfaces of the bottom plates (9) and the webs (13) on two sides;
s3, splicing and assembling the bottom plate (9), the diaphragm plate (11), the web plate (13) and the top plate (15) into a segment (34) according to each positioning line, wherein the elevation difference needs to be considered during splicing due to the pre-camber in the elevation direction of the segment (34);
s4, temporary support erection: respectively arranging temporary supports between adjacent piers (32) in the bridge trend, firstly arranging a concrete strip foundation (23) at a corresponding position and embedding the embedded steel plate (21) for foundation treatment, and then assembling a steel pipe pile (20), double-spliced I-shaped steel (18) and a steel cushion block (17);
s5, steel box girder transportation: transporting the segments (34) from the factory to the site in preparation for assembly;
s6, hoisting construction of the steel box girder: selecting a proper crane (37) according to the weight of the segment (34) and a construction area to hoist the segment (34) to a support system formed by an abutment (32) and a temporary support, roughly adjusting the crane (37) after the hoisting is in place, then precisely adjusting the position of each segment (34) through a three-dimensional adjusting device (35), and supporting the bottom of the end surface of the segment (34) on the abutment (32) through a temporary fixing code plate (36) in the hoisting process to prevent the beam segment from displacing to generate errors; after the segments (34) are hoisted, respectively installing flange plates (55) on two sides of a top plate (15) in each segment (34), and installing protective railings (57) on the outer side of the top of each flange plate (55) in time after the flange plates (55) are installed;
s7, bridge welding and coating: welding each steel box girder according to the requirements of relevant national standards to form an integral steel girder (60) so as to form the bridge into a whole, and then carrying out one-time integral finish paint coating on the whole steel structure so as to ensure that the whole bridge has uniform and consistent appearance;
s8, removing the temporary support: taking a steel cushion block (17) in the middle of the temporary support as a midspan fulcrum (58) and steel cushion blocks on the side edges as supports (59), sequentially unloading step by step from the midspan fulcrum (58) to the supports (59), slowly cutting for several times, after unloading is completed, firstly removing a limiting device (25) in the temporary support, then removing a top double-spliced I-shaped steel (18), and finally removing a steel pipe pile (20);
s9, site sorting: and clearing the dismantled temporary support, leveling the site, and checking and accepting the project.
Furthermore, the anti-deformation jig comprises a base (1), wherein the base (1) is connected with a pedestal (5) through a support rod (2) in a supporting mode, an anti-deformation template (4) is fixedly supported on the pedestal (5), U rib plates (7) are welded on the anti-deformation template (4), tie bars (6) are connected to two sides of the anti-deformation template (4) respectively, hydraulic rods (3) are arranged on two sides of the base (1) respectively, rod ends of the two hydraulic rods (3) are vertically upwards and fixedly connected with the two tie bars (6) in a one-to-one correspondence mode respectively, a plate unit (8) is formed by the anti-deformation template (4), the tie bars (6) are driven by adjusting the hydraulic rods (3) to complete the anti-deformation required by the plate unit (8), and the elevation of each longitudinal main support position is realized by adjusting the height of the U rib plates (7) welded on the anti-deformation template (4).
Furthermore, when the plate units in each segment are assembled in step S3, the middle bottom plate (9) is positioned, the positioning line (10) of the bottom plate (9) is aligned with the corresponding line on the ground sample line (16), the position of the transverse partition plate (11) is determined according to the transverse partition plate positioning line (12) on the bottom plate (9), the position of the web (13) is determined according to the ground sample line (16) and the web positioning line (14), and finally the position of the top plate (15) is determined.
Further, in step S6, the jack (38) is used to realize the transverse movement of the segment (34), and the chain block (41) is used to realize the longitudinal movement of the segment (34), so that the splicing ring openings (42) of adjacent segments are aligned in parallel, each movement is about 10-20 mm, and the process is repeated until the requirements are met.
The flange plate (55) is realized by a suspension temporary fixing device, a lifting lug (53) and a limiting code plate (52) are arranged at the top of the flange plate (55), and a triangular block (54) is arranged at the bottom of the flange plate (55); splicing the flange plates (55) to the segments (34) by adopting a crane (37), welding the limit code plates (52) on the top surfaces of the flange plates (55) and the triangular blocks (54) at the bottom parts of the flange plates to the side surfaces of the segments by adopting manual welding, and loosening the steel wire ropes (56) after the flange plates (55) are firmly welded to separate from the lifting lugs (53).
Further, in the step S8, the temporary support is removed and the unloading construction is performed by flame cutting, so as to avoid cutting the steel beam (60) and the double-spliced i-beam (18), and the distance between the cutting point and the beam bottom and the distribution beam (24) is at least more than 50 mm;
when the temporary support is dismantled, one section is removed in time, the temporary support is transferred and carried away so as not to influence a crane (37) to dismantle the next section, and the lower-layer bridge support is removed by a forklift.
The invention has the following characteristics and beneficial effects:
(1) the temporary support system is adopted, the support nodes are welded into a whole by adopting double-spliced I-shaped steel, the transverse distribution beam is arranged in the middle of the temporary support system and serves as a transverse distribution beam after being reinforced by stiffening ribs, the distribution beam falls on an upper sealing plate of the steel pipe pile, and limiting devices are arranged on two sides of the I-shaped steel distribution beam to prevent the I-shaped steel from displacing, so that the strength and the rigidity of the support are improved, the steel consumption is reduced, and the temporary support system has the advantages of economy and high efficiency.
(2) According to the invention, the chain block and the jack are adopted to accurately adjust the steel beam joint blocks, the longitudinal and transverse positions are adjusted firstly, the beam section is moved transversely through the two jacks, the beam section is moved longitudinally through the chain block, and the beam section is adjusted vertically through adjusting the height of the steel pier through the jacks, so that the accurate adjustment of the steel beam joint blocks is realized, and the method is a convenient and rapid fine adjustment method.
(3) The invention optimizes the overall installation sequence of the double-layer bridge steel box girder, and the method mainly comprises the following steps: the steel box girder is sequentially hoisted from the small pile number to the large pile number by the first span section and the non-span section, and the time for hoisting the steel box girder of the double-deck bridge by the traditional method is greatly shortened.
Drawings
FIG. 1 is a flow chart of the construction process of the present invention.
Fig. 2 is a schematic view of the arrangement and fixing mode of the reverse deformation jig frame.
Fig. 3 is a schematic view of a positioning jig.
Fig. 4 is a schematic view of a temporary stent.
Fig. 5 is a schematic view of the installation sequence of the steel box girder.
Fig. 6 is a schematic segment assembly view.
FIG. 7 is a schematic view of a three-dimensional adjustment device;
FIG. 8 is a schematic view of a temporary fixed code plate.
FIG. 9 is a schematic view of an unsupported system.
Fig. 10 is a schematic view of a box beam and cross beam protection device.
In the figure: 1-base, 2-support rod, 3-hydraulic rod, 4-reversible deformation template, 5-pedestal, 6-tie rod, 7-U ribbed plate, 8-plate unit, 9-bottom plate, 10-bottom plate positioning line, 11-diaphragm plate, 12-diaphragm plate positioning line, 13-web plate, 14-web plate positioning line, 15-top plate, 16-earth line, 17-steel cushion block, 18-double-spliced I-steel, 19-channel steel, 20-steel pipe pile, 21-embedded steel plate, 22-stiffening rib, 23-concrete strip foundation, 24-distribution beam, 25-limiting device, 26-A1 beam section, 27-A2 beam section, 28-B1 beam section, 29-B2 beam section, 30-C1 beam section, 31-A0 beam section, 32-pier, 33-support, 34-segment, 35-three-dimensional adjusting device, 36-temporary fixed code plate, 37-crane, 38-jack, 39-code plate, 40-hook, 41-chain block, 42-segment ring opening, 43-code plate bottom plate, 44-connecting fastener, 45-diagonal brace, 46-stirrup, 47-code plate side plate, 48-right side channel steel, 49-left side channel steel, 50-channel steel, 51-bolt, 52-limit code plate, 53-lifting lug, 54-triangular block, 55-flange plate, 56-steel wire rope, 57-guard rail, 58-midspan pivot, 59-support pivot and 60-steel beam.
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 to 10, the construction method of the large-section steel box girder of the invention comprises the following construction steps:
s1, construction preparation: familiarizing with design documents, checking design drawings, and segmenting the steel box girder by combining various conditions such as the structural form, the transportation capacity, the hoisting capacity bridge site and the like of the steel box girder;
s2, manufacturing an anti-deformation jig: connecting a base 1 and a pedestal 5 through a support rod 2, placing a reversible deformation template 4 on the pedestal 5, welding a U-shaped rib plate 7 on the reversible deformation template 4, welding tie bars 6 on two sides to form a complete reversible deformation jig frame, and manufacturing a plate unit 8 on the reversible deformation rack;
s3, manufacturing and assembling plate units: manufacturing units such as a bottom plate 9, a diaphragm plate 11, a web plate 13 and a top plate 15 on a reversible deformation jig as required, scribing, assembling according to detailed lines of the units on the basis of considering the elevation difference due to the pre-camber of the segments 34 in the vertical surface direction, and assembling the segments 34;
s4, temporary support erection: arranging a concrete strip foundation 23 for foundation treatment, wherein the concrete strip foundation 23 is fixedly welded with the lower end of each steel pipe pile 20 through arranging an embedded steel plate 21, a plurality of steel pipe piles 20 form a lattice column through welding channel steel 19, the tops of the steel pipe piles 20 are welded into a whole through I-shaped steel 18, and a stiffening rib 22 is arranged in the middle of each steel pipe pile to serve as a transverse distribution beam 24;
s5, steel box girder transportation: transporting the segments 34 from the factory to the site in preparation for assembly;
s6, hoisting construction of the steel box girder: selecting a proper crane 37 according to the weight of the segment 34 and the construction area to hoist the segment 34 to the pier 32, roughly adjusting the position of the segment 34 through the crane 37 after the hoisting is in place, accurately adjusting the position of the segment 34 through a three-dimensional adjusting device 35, preventing the beam section from displacing to generate errors through temporarily fixing a stacking plate 36 in the hoisting process, starting to install a flange plate 55 after the segment 34 is hoisted, and timely installing a protective barrier 57 after the flange plate 55 is installed;
s7, bridge welding and coating: welding the steel beam 60 according to the requirements of relevant national standards to form the bridge into a whole, and then carrying out one-time integral finish coating on the whole steel structure to ensure that the whole bridge has uniform and consistent appearance;
s8, removing the temporary support: sequentially unloading step by step from the midspan fulcrum 58 to the support fulcrum 59, slowly cutting for multiple times, and after unloading is finished, firstly removing the pier top limiting device 25, then removing the pier top transverse I-shaped steel 18 and finally removing the pier steel pipe 20;
s9, site sorting: and clearing the dismantled temporary support, leveling the site, and checking and accepting the project.
The anti-deformation jig frame in the step S2 includes a base 1, a support rod 2, a hydraulic rod 3, an anti-deformation template 4, a pedestal 5, a tie bar 6 and a U-shaped rib plate 7; the base 1 is connected with the pedestal 5 through the support rod 2, the hydraulic rod 3 is adjusted to drive the tie bar 6 to complete the reversible deformation required by the plate unit 8, and the elevation of each longitudinal main support is realized by adjusting the height of the U rib plate 7 welded on the reversible deformation template 4.
The segment assembly in step S3 is to locate the middle datum base plate 9 unit, align the locating line 10 of the base plate 9 with the corresponding line on the ground sample line 16, then locate the position of the diaphragm 11 unit according to the diaphragm locating line 12 on the base plate 9, then locate the position of the web 13 unit according to the ground sample line 16 and the web locating line 14, and finally locate the position of the top plate 15.
Step S4, the temporary supports are arranged in a modularized grouping mode and comprise steel cushion blocks 17, double-spliced I-shaped steel 18, channel steel 19, steel pipe piles 20, embedded steel plates 21, stiffening ribs 22, concrete strip foundations 23, distribution beams 24 and limiting devices 25; after the support foundation is treated, a concrete strip foundation 23 is arranged, the concrete strip foundation 23 is fixedly welded with the lower end of a steel pipe pile 20 through an embedded steel plate 21, a plurality of steel pipe piles 20 are welded into a lattice column through a channel steel 19 connection system, a stiffening rib 22 is arranged between the embedded steel plate 21 and the steel pipe pile 20, double-spliced I-shaped steel 18 at the upper end of the steel pipe pile 20 is welded into a whole, and a transverse stiffening rib 22 is arranged in the middle of the steel pipe pile for reinforcing to serve as a transverse distribution beam 24; the transverse distribution beam 24 is arranged at the bottom of an upper sealing plate formed by the double-spliced I-shaped steel 18 of the steel pipe pile 20, and limiting devices 25 for preventing the I-shaped steel from displacing are arranged on two sides of the distribution beam 24.
The steel box girder hoisting in the step S6 is sequentially hoisted from the small pile number to the large pile number, and is represented as A2 girder block 27 → A1 girder block 26 → B2 girder block 29 → B1 girder block 28 → C2 girder block 30 … … → A0 girder block 31; after the hoisting is in place, rough adjustment is firstly carried out, and then the three-dimensional adjusting device 35 is utilized for precise adjustment; after the hoisting of the segment 34 is completed, the flange plate 55 is installed by adopting a non-support system, and the guard rail 57 is installed in time after the installation is completed;
the three-dimensional adjusting device 35 comprises jacks 38, yard plates 39 and chain blocks 41, the horizontal movement of the segments 34 is realized through the jacks 38, the longitudinal movement of the segments 34 is realized through the chain blocks 41, so that the ring openings 42 of the segments are aligned in parallel and move by about 10-20 mm each time, and the process is repeated until the requirements are met.
The flange plate 55 is mainly realized by suspending a temporary fixing device in a hanging manner, a limiting code plate 52 and a triangular block 54 are arranged at the joint of the steel box girder flange plate 55 and the segment 34, a lifting lug 53 is arranged on the flange plate 55, the flange plate 55 is spliced on the segment 34 by adopting a crane 37, the limiting code plate 52 on the top surface of the flange plate 55 and the triangular block 54 at the bottom are welded by adopting manual welding, and a steel wire rope 56 is loosened after the flange plate 55 is firmly welded and separated from the lifting lug 53.
The temporary fixing code plate 36 in the steel box girder hoisting construction in the step S6 comprises a code plate bottom plate 42, a connecting fastener 43, an inclined strut 44, a stirrup 45 and a code plate side plate 46; the bottom plate 42 of the code plate is temporarily connected with a left channel steel 48 and a right channel steel 49 through channel steel 49 and bolts 50, and the bottom plate 42 of the code plate is fixed through an inclined strut 44; a connecting fastener 43 is embedded in the upper end of the bottom plate 42 of the code plate, and the connecting fastener 43 is connected with a stirrup 45 embedded in the other section through an inclined strut 44; the inclined strut 44 is a rigid rod-shaped structure, and can play a supporting role and a diagonal pulling role.
Step S8, the temporary support is dismantled and unloaded by adopting a flame cutting mode, in order to avoid cutting the steel beam 60 and the double-spliced I-shaped steel 18, the distance between the cutting point and the beam bottom and the distribution beam 24 is at least more than 50 mm; the temporary support is dismantled and constructed, the pier top limiting device 25 is firstly dismantled, then the transverse H-shaped steel 18 on the pier top is dismantled, finally the buttress steel pipe pile 20 is dismantled, and when one section of buttress is dismantled, the pier is timely transferred and transported away so as not to influence the dismantling of the next section of buttress by the crane 37, and the lower layer of bridge support is removed by the forklift.

Claims (10)

1. The construction system of large cross-section steel case roof beam, its characterized in that: including a plurality of temporary support, steel box girder, wherein temporary support constitutes the bridge with pier (32) sharing and supports, the steel box girder is supported by pier (32) and each temporary support jointly, wherein:
each temporary support comprises a plurality of concrete strip foundations (23), embedded steel plates (21) are embedded in each concrete strip foundation (23), each embedded steel plate (21) is connected with a plurality of steel pipe piles (20) vertically penetrating through the concrete strip foundations (23), the upper ends of the steel pipe piles (20) are welded into a whole top through double-spliced I-shaped steel (18), and a plurality of steel cushion blocks (17) are fixed on the whole top;
the steel box girder is formed by splicing a plurality of prefabricated sections (34) according to the trend of a bridge, each section (34) comprises a bottom plate (9) and webs (13) connected to two sides of the bottom plate (9), a plurality of transverse partition plates (11) are connected between the webs (13) on the two sides and on the bottom plate (9), and a top plate (15) is supported and fixed on each transverse partition plate (11) together;
each segment (34) is respectively hung on each pier (32) and the temporary support in the bridge support and sequentially spliced according to the trend of the bridge to form the steel box girder, wherein the bottoms of the middle bottom plates (9) of each segment (34) at the two ends of the bridge in the walking direction are respectively supported by the piers (32), and the bottom of the middle position of each segment (34) of each bottom plate (9) is respectively supported by a steel cushion block (17) at the top of the temporary support;
web (13) concatenation ring mouth (34) department lateral surface is equipped with three-dimensional adjusting device (35) respectively in adjacent section (34), three-dimensional adjusting device (35) include jack (38), chain block (41), the cylinder body end, the ejector pin end of jack (38) are connected with two adjacent section (34) lateral surfaces through yard board (39) respectively, the casing end of chain block (41) is fixed in one of them section lateral surface through the couple, and the cable end of chain block (41) is fixed in another section lateral surface.
2. The construction system of the large-section steel box girder according to claim 1, wherein: in the temporary support, the steel pipe piles (20) are connected by a channel steel (19) to form a lattice column.
3. The construction system of the large-section steel box girder according to claim 1, wherein: in the temporary support, a horizontal stiffening rib is arranged between adjacent steel pipe piles (20) to serve as a transverse distribution beam (24), and two sides of each transverse distribution beam (24) are connected with the corresponding steel pipe piles (20) through limiting pile columns (25).
4. The construction system of the large-section steel box girder according to claim 1, wherein: in the temporary support, a stiffening rib (22) is connected between each steel pipe pile (20) and the embedded steel plate (21).
5. The construction system of the large-section steel box girder according to claim 1, wherein: every pier (32) top is equipped with interim fixed sign indicating number board (36), corresponds segmentation (34) by interim fixed sign indicating number board (36) support, interim fixed sign indicating number board (36) are including sign indicating number board bottom plate (42) to and can dismantle sign indicating number board curb plate (47) of connecting perpendicularly on sign indicating number board bottom plate (42), can dismantle between sign indicating number board curb plate (47) and sign indicating number board bottom plate (42) and be connected with bracing (45), insert respectively between adjacent segmentation (34) and with the relative end face contact of adjacent segmentation (34) by sign indicating number board curb plate (47) both sides face, and support adjacent segmentation (34) tip bottom relative to each other by sign indicating number board bottom plate (42) of sign indicating number board curb plate (47) both sides.
6. A construction method of the large-section steel box girder construction system as claimed in any one of claims 1 to 5, characterized in that: the method comprises the following steps:
s1, construction preparation: familiarizing with design files, checking design drawings, and segmenting the steel box girder by combining the structural form, the transportation capacity and the site conditions of the hoisting capacity of the steel box girder;
s2, manufacturing plate units (8) forming the segments (34) through an anti-deformation jig frame, wherein the plate units (8) are bottom plates (9), or transverse partition plates (11), or webs (13), or top plates (15), during manufacturing, a plurality of positioning lines (10) are arranged on the plate surfaces of the bottom plates (9) along the extending direction of the bottom plates (9), a plurality of web positioning lines (14) are arranged on the plate surfaces of the webs (13) along the extending direction of the webs (13), and transverse partition plate positioning lines (12) crossing the plate surfaces are respectively scribed on the plate surfaces of the bottom plates (9) and the webs (13) on two sides;
s3, splicing and assembling the bottom plate (9), the diaphragm plate (11), the web plate (13) and the top plate (15) into a segment (34) according to each positioning line, wherein the elevation difference needs to be considered during splicing due to the pre-camber in the elevation direction of the segment (34);
s4, temporary support erection: respectively arranging temporary supports between adjacent piers (32) in the bridge trend, firstly arranging a concrete strip foundation (23) at a corresponding position and embedding the embedded steel plate (21) for foundation treatment, and then assembling a steel pipe pile (20), double-spliced I-shaped steel (18) and a steel cushion block (17);
s5, steel box girder transportation: transporting the segments (34) from the factory to the site in preparation for assembly;
s6, hoisting construction of the steel box girder: selecting a proper crane (37) according to the weight of the segment (34) and a construction area to hoist the segment (34) to a support system formed by an abutment (32) and a temporary support, roughly adjusting the crane (37) after the hoisting is in place, then precisely adjusting the position of each segment (34) through a three-dimensional adjusting device (35), and supporting the bottom of the end surface of the segment (34) on the abutment (32) through a temporary fixing code plate (36) in the hoisting process to prevent the beam segment from displacing to generate errors; after the segments (34) are hoisted, respectively installing flange plates (55) on two sides of a top plate (15) in each segment (34), and installing protective railings (57) on the outer side of the top of each flange plate (55) in time after the flange plates (55) are installed;
s7, bridge welding and coating: welding each steel box girder according to the requirements of relevant national standards to form an integral steel girder (60) so as to form the bridge into a whole, and then carrying out one-time integral finish paint coating on the whole steel structure so as to ensure that the whole bridge has uniform and consistent appearance;
s8, removing the temporary support: taking a steel cushion block (17) in the middle of the temporary support as a midspan fulcrum (58) and steel cushion blocks on the side edges as supports (59), sequentially unloading step by step from the midspan fulcrum (58) to the supports (59), slowly cutting for several times, after unloading is completed, firstly removing a limiting device (25) in the temporary support, then removing a top double-spliced I-shaped steel (18), and finally removing a steel pipe pile (20);
s9, site sorting: and clearing the dismantled temporary support, leveling the site, and checking and accepting the project.
7. The construction method of the large-section steel box girder according to claim 6, wherein: the anti-deformation jig comprises a base (1), wherein the base (1) is connected with a pedestal (5) through a support rod (2) in a supporting mode, an anti-deformation template (4) is fixedly supported on the pedestal (5), U rib plates (7) are welded on the anti-deformation template (4), two sides of the anti-deformation template (4) are respectively connected with tie bars (6), two sides of the base (1) are respectively provided with hydraulic rods (3), rod ends of the two hydraulic rods (3) are respectively vertically upwards in a one-to-one correspondence mode and are fixedly connected with the two tie bars (6), a plate unit (8) is formed by the anti-deformation template (4), the tie bars (6) are driven by adjusting the hydraulic rods (3) to complete the anti-deformation required by the plate unit (8), and the elevation of each longitudinal main support position is realized by adjusting the height of the U rib plates (7) welded on the anti-deformation template (4).
8. The construction method of the large-section steel box girder according to claim 6, wherein: when the plate units in each segment are assembled in the step S3, the middle bottom plate (9) is positioned, the positioning line (10) of the bottom plate (9) is aligned with the corresponding line on the ground sample line (16), the position of the diaphragm plate (11) is determined according to the diaphragm plate positioning line (12) on the bottom plate (9), the position of the web plate (13) is determined according to the ground sample line (16) and the web plate positioning line (14), and finally the position of the top plate (15) is determined.
9. The construction method of the large-section steel box girder according to claim 6, wherein: in the step S6, the jack (38) is used for realizing the transverse movement of the segment (34), the chain block (41) is used for realizing the longitudinal movement of the segment (34), so that the splicing ring openings (42) of adjacent segments are aligned in parallel and move by about 10-20 mm each time, and the process is repeated until the requirement is met;
the flange plate (55) is realized by a suspension temporary fixing device, a lifting lug (53) and a limiting code plate (52) are arranged at the top of the flange plate (55), and a triangular block (54) is arranged at the bottom of the flange plate (55); splicing the flange plates (55) to the segments (34) by adopting a crane (37), welding the limit code plates (52) on the top surfaces of the flange plates (55) and the triangular blocks (54) at the bottom parts of the flange plates to the side surfaces of the segments by adopting manual welding, and loosening the steel wire ropes (56) after the flange plates (55) are firmly welded to separate from the lifting lugs (53).
10. The construction method of the large-section steel box girder according to claim 6, wherein: s8, dismantling the temporary support, and unloading construction in a flame cutting mode to avoid cutting the steel beam (60) and the double-spliced I-shaped steel (18), wherein the distance between a cutting point and the beam bottom and the distribution beam (24) is at least more than 50 mm;
when the temporary support is dismantled, one section is removed in time, the temporary support is transferred and carried away so as not to influence a crane (37) to dismantle the next section, and the lower-layer bridge support is removed by a forklift.
CN202111570874.7A 2021-12-21 2021-12-21 Construction system and construction method of large-section steel box girder Pending CN114263114A (en)

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CN109594474A (en) * 2018-10-29 2019-04-09 合肥市公路桥梁工程有限责任公司 A kind of limited bracket construction method of Long span S-shaped steel box-girder
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CN114687290B (en) * 2022-04-07 2024-04-26 浙江交工集团股份有限公司 Construction method of steel-cast-in-situ plate steel-concrete composite beam

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