CN112376440A - Construction process for non-closure hoisting of main beam of cable-stayed bridge - Google Patents
Construction process for non-closure hoisting of main beam of cable-stayed bridge Download PDFInfo
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- CN112376440A CN112376440A CN202011220872.0A CN202011220872A CN112376440A CN 112376440 A CN112376440 A CN 112376440A CN 202011220872 A CN202011220872 A CN 202011220872A CN 112376440 A CN112376440 A CN 112376440A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
Abstract
The invention discloses a construction process for non-closure hoisting of a main beam of a cable-stayed bridge, which comprises the following steps: firstly, carrying out cast-in-place construction on a concrete main beam in a guy cable area; assembling a plurality of standard sections in the inhaul cable area in sequence by using the cantilever crane; step three, hoisting the closure section by using a cantilever crane; tensioning three stay cables at the side end of the small mileage; step five, at least one temporary pier is erected between the side pier and the abutment; hoisting the pier top section to enable the pier top section to be located on the pier top support; step seven, releasing the three stay cables to press the pier top support; step eight, sequentially hoisting the two ropeless area sections by using a cantilever crane; step nine, mounting a temporary sliding support on the top surface of the temporary pier; step ten, hoisting the rest segments of the ropeless area in sequence by using a cantilever crane; and step eleven, sequentially detaching the temporary sliding support and the temporary pier. The construction process can reduce the construction of a large number of temporary facilities, thereby saving a large amount of construction cost.
Description
Technical Field
The invention relates to a construction process for non-closure hoisting of a main beam of a cable-stayed bridge.
Background
The cable-stayed bridge related to the invention is a single-tower mixed beam double-track railway cable-stayed bridge, and the bridge span is arranged to be 40+210+80+63 m. The large-mileage side of the main tower is a concrete main beam of 80m +63m, and the small-mileage side of the main tower is a steel box beam in a guyed area of 210m and a steel box beam in a ropeless area of 40 m. The steel box girder has a lateral width of 16.5m and a height of 4m, and the standard sections of the steel box girder have a length of 9m and each standard section weighs about 122 tons. The standard segment consists of a tuyere, a side box, a cross beam and a top plate. The ground elevation 3300 m-3470 m at the bridge position, the relative elevation difference reaches 170m, the temporary site arrangement is difficult, and the traffic and transportation conditions are poor.
According to the bridge structure and the topographic conditions of bridge positions, the conventional construction process is that an assembling platform is erected on the large-mileage side, steel box girder segments are processed and pre-assembled, transported through a bridge floor, and assembled and constructed by utilizing cantilevers of cantilever cranes. The steel box girder in the ropeless area of the side span is generally assembled on a support, or construction is carried out by adopting technologies such as pushing, sliding and the like, and finally, the construction of the closure section of the main girder is completed by utilizing a cantilever crane (see figure 1).
The above conventional construction method has the following problems:
(1) the topography of the ropeless area is steep, the slope ratio reaches 1:2.4, and large-scale equipment on site is difficult to operate;
(2) the number of the supports is large, the construction difficulty is large, the construction period is long, and the cost is high;
(3) segment assembling and sliding are carried out in the cable-free area, so that a construction pavement is required to be opened up from a steel beam processing field to the construction field, and large-scale hoisting equipment and steel beam material transportation are ensured;
(4) the field assembly welding operation time is long, and the welding quality is uncontrollable;
(5) because the abutment at the side with small mileage is close to the tunnel, the construction organization is greatly influenced by the restriction of tunnel construction.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a construction process for the closure-free hoisting of a main beam of a cable-stayed bridge, which can reduce the construction of a large amount of temporary facilities, thereby saving a large amount of construction cost.
The purpose of the invention is realized as follows: a construction process for the closure-free hoisting of a main beam of a cable-stayed bridge is characterized in that the cable-stayed bridge is a single-tower four-span bridge; the large mileage side of a main tower of the cable-stayed bridge is a cable area concrete main beam, and the small mileage side of the main tower is a section of cable area steel beam and a section of ropeless area steel beam; the steel beam in the inhaul cable area is formed by splicing a plurality of standard sections, and the steel beam in the ropeless area is formed by splicing a folding section, a pier top section and a plurality of ropeless area sections; the construction process comprises the following steps:
step one, erecting an assembly platform at the side of a large mileage, carrying out cast-in-place construction on a concrete main beam in a guy cable area, and completing stay cable connection between the concrete main beam in the guy cable area and a main tower;
secondly, carrying out side bridge deck transportation through a large mileage, sequentially carrying out cantilever assembly on a plurality of standard sections of the steel box girder in the inhaul cable area by utilizing a cantilever crane, and completing stay cable connection between the steel girder in the inhaul cable area and the main tower;
thirdly, after the cantilever crane moves forwards to the side of the small mileage for anchoring, the cantilever crane hoists the closure segment, so that the closure segment is spliced with the last standard segment;
tensioning three stay cables at the end part at the small mileage side of the steel beam in the stay cable area to raise the elevation of the end part at the small mileage side of the steel beam in the stay cable area and reserve an operation space for the top section of the cantilever hoisting pier;
step five, at least one temporary pier is erected between the small-mileage side pier and the small-mileage side abutment; the distance between the temporary piers is the length of two cable-free area sections; a temporary sliding support is not installed on the top surface of the temporary pier temporarily;
step six, firstly installing a pier top support on the side pier with the small mileage, then moving the cantilever crane forward to the side with the small mileage for anchoring, and hoisting the pier top section by the cantilever to enable the pier top section to be located on the pier top support of the side pier with the small mileage and to be spliced with the folding section;
step seven, releasing the three stay cables at the end part at the small mileage side of the steel beam in the stay cable area, pressing the pier top support, and welding the pier top support with a steel plate preset at the bottom of the pier top section;
step eight, after the cantilever crane moves forwards to a small mileage side for anchoring, two cable-free area sections are hoisted in sequence by a cantilever, and at the moment, the distance between the top surface of the temporary pier and the bottom of the second cable-free area section is kept to be 5-10 cm;
after hoisting the cable-free area section on the temporary pier is completed, jacking the cable-free area section on the temporary pier by using a jack, and installing a temporary sliding support on the top surface of the temporary pier; after the temporary sliding support is installed, the jack falls back to enable the elevation of the section of the ropeless area to be lowered and is supported on the temporary sliding support;
step ten, after the cantilever crane moves forwards to the small mileage side for anchoring, sequentially suspending the remaining segments in the ropeless area by using a cantilever until the last segment in the ropeless area is mounted on the abutment at the small mileage side;
and step eleven, jacking a jack on the temporary pier top, removing the temporary sliding support on the temporary pier top, and then removing the temporary pier.
The construction process for the non-closure hoisting of the main beam of the cable-stayed bridge is characterized in that each temporary pier is composed of a pair of unit piers, and each unit pier comprises two pairs of steel pipe upright posts, two transverse distribution beams, two connecting beams, two longitudinal sliding beams, two jacks, two stainless steel plates and two tetrafluoro sliding plates; wherein, two pairs of steel pipe upright columns are arranged side by side in tandem, and each steel pipe upright column is arranged on a steel pipe foundation; firstly drilling a steel pipe foundation into a rock stratum, then pouring concrete, and connecting a steel pipe upright post after the strength of the concrete reaches the designed strength; an inclined strut and a cross strut are arranged between the two pairs of steel pipe upright columns; the two transverse distribution beams are welded and fixed on the top surfaces of the two pairs of steel pipe stand columns in a one-to-one correspondence manner; the two connecting beams are correspondingly connected between the middle parts of the two ends of the two transverse distribution beams one by one; the two longitudinal sliding beams are welded between the top surfaces of the two transverse distribution beams in a one-to-one correspondence manner; two jacks are arranged on the top surface of one transverse distribution beam positioned in the rear row at intervals; the two stainless steel plates are correspondingly welded in the middle of the top surfaces of the two longitudinal sliding beams one by one, the top surface of each stainless steel plate is polished and smeared with silicone grease, and the longitudinal length of each stainless steel plate is L +2 a; the two tetrafluoro sliding plates are arranged on the top surfaces of the two stainless steel plates in a one-to-one correspondence mode, the longitudinal length of each tetrafluoro sliding plate is L, and the tetrafluoro sliding plates are the temporary sliding supports.
According to the construction process for the closure-free hoisting of the main beam of the cable-stayed bridge, the transverse distribution beam and the longitudinal sliding beam are made of double-spliced I-shaped steel; the connecting beam is made of I-shaped steel.
According to the construction process for the closure-free hoisting of the main beam of the cable-stayed bridge, the diameter of the steel pipe foundation is larger than that of the steel pipe upright post; and the depth of the steel pipe foundation drilled into the rock stratum is calculated according to the geological conditions and the structural stress.
The construction method for the closure-free hoisting of the main beam of the cable-stayed bridge has the following characteristics:
(1) only a small number of temporary buttresses are erected, the hoisting construction of all steel box girders can be completed by adopting the cantilever crane, and the construction of a large number of temporary facilities can be reduced, so that a large amount of construction cost is saved;
(2) all the prefabrication and installation work of the steel box girders is finished on one side of the bridge, the bridge and other engineering construction are crossed and mutually influenced, and the construction period is saved;
(3) the whole bridge is not folded and hoisted, the assembly site of the existing steel box girder can be fully utilized, and the steel box girder is prefabricated and assembled in the whole section, so that the construction quality of the steel box girder construction site can be ensured;
(4) the construction process is simulated by using finite element software, and the assembling precision of the steel box girder can be ensured by combining field monitoring.
Drawings
FIG. 1 is a forward bridge drawing of a steel box girder in a ropeless area of a cable-stayed bridge constructed by adopting the prior art;
FIG. 2 is a forward bridge diagram of the construction method of the present invention in a state in which step three is performed;
FIG. 3 is a forward bridge diagram of the construction method of the present invention in the state of performing step four;
FIG. 4 is a forward bridge diagram of the construction method of the present invention in a state in which step five is performed;
FIG. 5 is a cross-sectional view of a main girder of a cable-stayed bridge at a temporary pier according to the construction method of the present invention;
FIG. 6 is an axial sectional view of a steel pipe foundation of a temporary pier employed in the construction method of the present invention;
FIG. 7 is a forward cross-sectional view of a temporary pier used in the construction method of the present invention;
fig. 8 is a cross-sectional view of a temporary pier used in the construction method of the present invention;
FIG. 9 is a forward bridge view of the construction method of the present invention in a sixth step;
FIG. 10 is a forward bridge view of the construction method of the present invention in a state in which step seven is performed;
FIG. 11 is a forward bridge view of the construction method of the present invention in the eighth step;
FIGS. 12a and 12b are cross-bridge views in a state where the construction method of the present invention is carried out in step nine;
fig. 13 is a forward bridge view of the construction method of the present invention in a state in which step ten is performed.
Detailed Description
The invention will be further explained with reference to the drawings.
Referring to fig. 1 to 13, the construction process for the cable-stayed bridge without folding and hoisting the main beam of the cable-stayed bridge according to the present invention relates to a single-tower four-span bridge; the large mileage side of a main tower 1 of the cable-stayed bridge is a cable area concrete main beam, and the small mileage side of the main tower is a section of cable area steel beam and a section of ropeless area steel beam; the steel beam in the inhaul cable area is formed by splicing a plurality of standard sections, and the steel beam in the ropeless area is formed by splicing a folding section, a pier top section and a plurality of ropeless area sections;
the invention relates to a construction process for non-closure hoisting of a main beam of a cable-stayed bridge, which comprises the following steps:
step one, a splicing platform is erected on the side of a large mileage to carry out cast-in-place construction of a concrete main beam in a guy cable area, and the connection of a stay cable 20 between the concrete main beam in the guy cable area and a main tower 10 is completed;
secondly, carrying out side bridge deck transportation through a large mileage, sequentially carrying out cantilever assembly on a plurality of standard sections of the steel box girder in the guy area by utilizing a cantilever crane 30, and completing the connection of the steel girder in the guy area and a stay cable 20 between the main tower 10;
step three, after the cantilever crane 30 moves forwards to the small mileage side for anchoring, the cantilever hoists the closure segment, so that the closure segment is spliced with the last standard segment;
tensioning the three stay cables 20 at the end part at the small mileage side of the steel beam in the stay cable area to raise the elevation of the end part at the small mileage side of the steel beam in the stay cable area and reserve an operation space for the top section of the cantilever hoisting pier;
step five, at least one temporary pier 60 is erected between the small mileage side pier 40 and the small mileage side abutment 50; the spacing of the temporary piers 60 is the length of two ropeless zone segments; the temporary sliding support is not installed on the top surface of the temporary pier 60 for the time being;
each temporary pier 60 is composed of a pair of unit piers which are correspondingly supported at the bottoms of two side boxes of the section of the ropeless area one by one, and each unit pier comprises two pairs of steel pipe upright posts 61, two transverse distribution beams 62, two connecting beams 63, two longitudinal sliding beams 64, two jacks 65, two stainless steel plates 66 and two tetrafluoro sliding plates 67; the two pairs of steel pipe columns 61 are arranged side by side in tandem, each steel pipe column 61 is arranged on one steel pipe foundation 61A, the steel pipe foundations 61A are drilled into a rock stratum firstly, concrete is poured, and the steel pipe columns 61 are connected highly after the strength of the concrete reaches the designed strength; the diameter D and the drilling depth h of the steel pipe foundation 61A are calculated according to geological conditions and structural stress, the steel pipe column 61 of the embodiment adopts a steel pipe with the diameter of 630 multiplied by 10mm, the diameter D of the steel pipe foundation 61A is 1000mm, and the drilling depth h of the steel pipe foundation 61A is 3000 mm; an inclined strut and a cross strut are arranged between the two pairs of steel tube upright posts 61; the two transverse distribution beams 62 are welded and fixed on the top surfaces of the two pairs of steel tube stand columns 61 in a one-to-one correspondence manner, and each transverse distribution beam 62 adopts double-spliced 45a I-shaped steel; the two connecting beams 63 are correspondingly connected between the middle parts of the two ends of the two transverse distribution beams 62 one by one, and the connecting beams 63 are made of 20a I-shaped steel; the two longitudinal sliding beams 64 are welded between the top surfaces of the two transverse distribution beams 62 in a one-to-one correspondence manner, and each longitudinal sliding beam 64 adopts double-spliced 45a I-shaped steel; two jacks 65 are arranged on the top surface of one transverse distribution beam 62 positioned in the rear row at intervals, and the rated jacking force of the single jack 65 is not less than the self weight of the two ropeless area sections; the two stainless steel plates 66 are correspondingly welded in the middle of the top surfaces of the two longitudinal sliding beams 64 one by one, the top surface of each stainless steel plate 66 is polished and smeared with silicone grease, and the longitudinal length of each stainless steel plate 66 is L +2 a; the two tetrafluoro sliding plates 67 are correspondingly arranged on the top surfaces of the two stainless steel plates 66 one by one, the longitudinal length of each tetrafluoro sliding plate 67 is L, and each tetrafluoro sliding plate 67 is a temporary sliding support; a is the sliding range of the tetrafluoro slide plate 67 on the stainless steel plate 66, and the specific value of a is calculated according to the environmental temperature difference during construction;
step six, firstly installing the top of the side pier 40 with the small mileage, sequentially installing a support base stone 40a and a pier top support base 40b, then moving the cantilever crane 30 forward to the side with the small mileage for anchoring, and then, suspending the pier top section by using the cantilever to ensure that the pier top section is located on the pier top support base 40b of the side pier 40 with the small mileage and is spliced with the folding section;
step seven, releasing the three stay cables 20 at the end part at the small mileage side of the steel beam in the stay cable area, pressing the pier top support 40b, and welding the pier top support 40b with a steel plate preset at the bottom of the pier top section;
step eight, after the cantilever crane 30 moves forwards to a small mileage side for anchoring, two ropeless area sections are sequentially hoisted by the cantilever, and at the moment, the distance between the top surface of the temporary pier 60 and the bottom of the second ropeless area section is kept to be 5-10 cm, so that the posture of the ropeless area section is conveniently adjusted, and the ropeless area section is ensured to be accurately positioned;
step nine, after hoisting the section of the ropeless area on the top of the temporary pier 60 is finished, using a jack 65 to jack the section of the ropeless area on the temporary pier 60, installing a temporary sliding support (a tetrafluoro sliding plate 67) on the top surface of the temporary pier 60, and after the temporary sliding support is installed, falling back the jack 65 to enable the elevation of the section of the ropeless area to be lowered and to be supported on the temporary sliding support; the height difference between the longitudinal sliding beams on a pair of unit piers supporting the same section of the ropeless area and the beam bottom is equal, and the unequal height difference can be leveled by a support steel plate, so that the uniform stress of the temporary sliding support is ensured;
step ten, after the cantilever crane 30 moves forwards to the small mileage side for anchoring, sequentially suspending the remaining segments in the ropeless area by using the cantilever until the last segment in the ropeless area is mounted on the small mileage side bridge abutment 50;
eleven, jacking a jack 65 on the top of the temporary pier 60, removing a temporary sliding support on the top of the temporary pier 60, removing the temporary pier 60, and finally adjusting the cable force of all the stay cables 20.
The above embodiments are provided only for illustrating the present invention and not for limiting the present invention, and those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and therefore all equivalent technical solutions should also fall within the scope of the present invention, and should be defined by the claims.
Claims (4)
1. A construction process for the closure-free hoisting of a main beam of a cable-stayed bridge is characterized in that the cable-stayed bridge is a single-tower four-span bridge; the large mileage side of a main tower of the cable-stayed bridge is a cable area concrete main beam, and the small mileage side of the main tower is a section of cable area steel beam and a section of ropeless area steel beam; the steel beam in the inhaul cable area is formed by splicing a plurality of standard sections, and the steel beam in the ropeless area is formed by splicing a folding section, a pier top section and a plurality of ropeless area sections; the construction process is characterized by comprising the following steps:
step one, erecting an assembly platform at the side of a large mileage, carrying out cast-in-place construction on a concrete main beam in a guy cable area, and completing stay cable connection between the concrete main beam in the guy cable area and a main tower;
secondly, carrying out side bridge deck transportation through a large mileage, sequentially carrying out cantilever assembly on a plurality of standard sections of the steel box girder in the inhaul cable area by utilizing a cantilever crane, and completing stay cable connection between the steel girder in the inhaul cable area and the main tower;
thirdly, after the cantilever crane moves forwards to the side of the small mileage for anchoring, the cantilever crane hoists the closure segment, so that the closure segment is spliced with the last standard segment;
tensioning three stay cables at the end part at the small mileage side of the steel beam in the stay cable area to raise the elevation of the end part at the small mileage side of the steel beam in the stay cable area and reserve an operation space for the top section of the cantilever hoisting pier;
step five, at least one temporary pier is erected between the small-mileage side pier and the small-mileage side abutment; the distance between the temporary piers is the length of two cable-free area sections; a temporary sliding support is not installed on the top surface of the temporary pier temporarily;
step six, firstly installing a pier top support on the side pier with the small mileage, then moving the cantilever crane forward to the side with the small mileage for anchoring, and hoisting the pier top section by the cantilever to enable the pier top section to be located on the pier top support of the side pier with the small mileage and to be spliced with the folding section;
step seven, releasing the three stay cables at the end part at the small mileage side of the steel beam in the stay cable area, pressing the pier top support, and welding the pier top support with a steel plate preset at the bottom of the pier top section;
step eight, after the cantilever crane moves forwards to a small mileage side for anchoring, two cable-free area sections are hoisted in sequence by a cantilever, and at the moment, the distance between the top surface of the temporary pier and the bottom of the second cable-free area section is kept to be 5-10 cm;
after the suspension arm hoisting of the cable-free area section on the temporary pier is finished, the cable-free area section is jacked up on the temporary pier by using a jack, and a temporary sliding support is installed on the top surface of the temporary pier; after the temporary sliding support is installed, the jack falls back to enable the elevation of the section of the ropeless area to be lowered and is supported on the temporary sliding support;
step ten, after the cantilever crane moves forwards to the small mileage side for anchoring, sequentially suspending the remaining segments in the ropeless area by using a cantilever until the last segment in the ropeless area is mounted on the abutment at the small mileage side;
and step eleven, jacking a jack on the temporary pier top, removing the temporary sliding support on the temporary pier top, and then removing the temporary pier.
2. The construction process for the folding-free hoisting of the main beam of the cable-stayed bridge according to claim 1, characterized in that each temporary pier is composed of a pair of unit piers, each unit pier comprises two pairs of steel pipe upright posts, two transverse distribution beams, two connecting beams, two longitudinal sliding beams, two jacks, two stainless steel plates and two tetrafluoro sliding plates; wherein, two pairs of steel pipe upright columns are arranged side by side in tandem, and each steel pipe upright column is arranged on a steel pipe foundation; firstly drilling a steel pipe foundation into a rock stratum, then pouring concrete, and connecting a steel pipe upright post after the strength of the concrete reaches the designed strength; an inclined strut and a cross strut are arranged between the two pairs of steel pipe upright columns; the two transverse distribution beams are welded and fixed on the top surfaces of the two pairs of steel pipe stand columns in a one-to-one correspondence manner; the two connecting beams are correspondingly connected between the middle parts of the two ends of the two transverse distribution beams one by one; the two longitudinal sliding beams are welded between the top surfaces of the two transverse distribution beams in a one-to-one correspondence manner; two jacks are arranged on the top surface of one transverse distribution beam positioned in the rear row at intervals; the two stainless steel plates are correspondingly welded in the middle of the top surfaces of the two longitudinal sliding beams one by one, the top surface of each stainless steel plate is polished and smeared with silicone grease, and the longitudinal length of each stainless steel plate is L +2 a; the two tetrafluoro sliding plates are arranged on the top surfaces of the two stainless steel plates in a one-to-one correspondence mode, the longitudinal length of each tetrafluoro sliding plate is L, and the tetrafluoro sliding plates are the temporary sliding supports.
3. The construction process for the closure-free hoisting of the main beam of the cable-stayed bridge according to claim 2, wherein the transverse distribution beam and the longitudinal sliding beam are both made of double-spliced I-steel; the connecting beam is made of I-shaped steel.
4. The construction process for the closure-free hoisting of the main beam of the cable-stayed bridge according to claim 2, wherein the diameter of the steel tube foundation is larger than that of the steel tube upright; and the depth of the steel pipe foundation drilled into the rock stratum is calculated according to the geological conditions and structural stress.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114525727A (en) * | 2022-03-03 | 2022-05-24 | 长沙理工大学 | Temporary pier locking device for steel box girder cable-stayed bridge and construction method |
| CN117735395A (en) * | 2024-02-06 | 2024-03-22 | 中交第一航务工程局有限公司 | Lifting support structure for lifting large-scale track type gantry crane and mounting method |
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