Construction method for large section integral erection of super-large and super-heavy steel beam barge by cantilever splicing method

Abstract

The present application relates to a kind of super large super heavy steel beam barge large section integral erection cantilever splicing method construction method, comprising: foundation and main tower, pier body construction, install pier side bracket.Synchronous construction a side side span steel beam splicing support, steel beam slip support and steel beam temporary pier of side β.Side span side steel beam splicing is carried out to side β, and steel box girder is cantilever spliced to side β gradually, and two side span steel box girder construction is completed.Synchronous construction steel box girder on each pier top respectively, and main span steel box girder is cantilever spliced to a side β, after every cantilever splicing unit is hoisted, a layer of cable-stayed cable is hung, and girder crane is moved by one beam segment length.Repeat this step until erection to side span closure segment, and side span closure is completed.Continue to cantilever splicing main span steel beam, and the method is same with side span erection, until erection to midspan closure, and midspan closure is completed.The present application does not need to set temporary structure support in midspan of main span, and it is strong in operability, convenient in construction, economically reasonable, and it has popularization value in large section integral erection cantilever splicing method construction.

Description

Technical Field

[0001] This invention relates to the field of bridge engineering technology, and in particular to a construction method for the integral erection and suspension assembly of large segments of ultra-large and ultra-heavy steel beam barges. Background Technology

[0002] With the development of my country's economy and technology, the construction of cross-sea bridges has flourished in recent years. Cross-sea bridges built at sea, due to their complex and harsh marine environment and natural conditions, are typically large in scale and require extremely high technical expertise. Especially for approach bridge steel beams located in restricted near-shore navigation zones, employing high-strength steel, with complex alignments and limited operating space on pier tops, commonly used steel beam erection methods are insufficient. While using small-segment hoisting methods can reduce the size of floating cranes and comply with aviation height restrictions, this method requires numerous temporary piers, has a long construction period, and makes it difficult to guarantee on-site welding quality, posing significant safety risks. Therefore, small-segment hoisting methods are unsuitable. If a steel beam jacking method is used, the jacking process is difficult to control for approach bridge steel beams with complex alignments and steep longitudinal slopes, making construction challenging. Therefore, it is essential to invent an economical, convenient, safe, and reliable method for the overall erection and cantilever assembly of large-segment steel beams using barges. Summary of the Invention

[0003] The main objective of this invention is to provide a construction method for the integral erection and suspension assembly of large-segment steel beam barges. This method addresses the challenges of using high-strength steel beams with complex alignments and limited operating space on pier tops in near-shore restricted navigation areas, where common steel beam erection schemes are insufficient to meet construction requirements. While small-segment hoisting installation methods are available, they require numerous temporary piers, have long construction periods, and face challenges in ensuring on-site welding quality and posing significant safety risks. Furthermore, using a steel beam jacking method presents challenges in controlling the jacking process for approach bridge steel beams with complex alignments and steep longitudinal slopes, making construction difficult.

[0004] To achieve the above objectives, the present invention adopts the following technical solution:

[0005] This invention discloses a method for the integral erection and cantilever construction of large-segment steel beam barges. The steel beams of the left bank trestle bridge's side spans are constructed using a support assembly method, while the steel beams of the middle span are constructed using a cantilever method. The steel beams of the right bank trestle bridge's side spans are constructed using a jacking method, while the steel beams of the middle span on the channel side are constructed using a cantilever method. When assembling the steel beams of the left bank side spans, a sliding support frame is installed between the side piers and auxiliary piers. When jacking the steel beams of the right bank side spans, pier-side brackets are installed at the main tower piers, side piers, and auxiliary piers. A sliding support frame, assembly support frame, and temporary piers are installed between the main tower piers and auxiliary piers, and jacking equipment is installed on top of the temporary piers. The steel beam sliding system consists of a through-type horizontal continuous jack, jack reaction seats, steel strands, and sliding blocks.

[0006] The construction method for the integral erection and suspension assembly of large sections of the ultra-large and ultra-heavy steel beam barge:

[0007] During the installation of the steel beams on the left bank trestle span, each whole section of steel beam is pushed towards the side of the span until the steel beams on the left bank span are erected.

[0008] After the side span steel beam is pushed into place, vertical jacks are used to lift the steel beam, the jacking equipment and sliding system are dismantled, and the steel beam is lowered onto the formal support.

[0009] On the right bank trestle, a crawler crane assembles the slide beam and steel box girder on the jacking assembly support, and a girder erection crane is then assembled on the already assembled steel box girder.

[0010] The steel box girder is lifted onto the steel frame sliding support, and then dragged along the steel frame sliding support to the designed position. The girder erecting crane then lifts and suspends the steel box girder, and gradually pushes it towards the right bank until the steel beams on the right bank side span are erected.

[0011] After the steel beam of the side span is pushed into place, the steel beam is lifted, the pushing equipment and sliding system are removed, and the steel beam is lowered onto the formal support.

[0012] The steel beams on the middle span are assembled using the cantilevered gantry crane. After each whole section of steel beam is erected, the stay cables are symmetrically hung until the steel beam is erected to the closure section in the middle span.

[0013] The cable stays have two cable extension channels along the bridge direction on the top surface of the steel box girder, with tower cranes and bridge-deck truck cranes assisting in cable extension and installation. After the steel girder is closed, the auxiliary pier top steel girder box girder is filled with counterweight concrete, and concrete retaining walls and other construction are carried out, followed by overall cable adjustment of the bridge.

[0014] Furthermore, a pier-side bracket is installed next to the main tower pier, a slide beam is installed above the bracket, a slide seat is arranged above the slide beam, and lateral limiting devices are installed on both sides of the slide to ensure that the steel beam is pushed along the centerline of the bridge.

[0015] Furthermore, temporary piers are set up as intermediate support points for the steel box girder during the jacking process. Three sets of temporary piers are set up on the left bank and four sets of temporary piers are set up on the right bank. Walking-type jacking equipment is installed on the top of the temporary piers. The temporary piers at the main tower also serve as the sliding beam, bridge deck crane, and assembly platform for the steel box girder.

[0016] Furthermore, the slide beam is divided into 6 sections longitudinally and two sections transversely, which are respectively connected to the two outer webs of the steel box girder.

[0017] High-strength bolts are used to connect adjacent segments of the slide beam and between the slide beam and the steel box girder.

[0018] Furthermore, the steel beams on the left bank side span are constructed using a scaffolding assembly method, including:

[0019] The steel beam assembly support for the side span is set between the small mileage side pier and the small mileage auxiliary pier. The foundation adopts bored cast-in-place piles with steel pipe piles installed on them. The steel pipe piles are connected into a whole by a connecting system.

[0020] A transverse distribution beam is installed on the top of the steel pipe pile, and a sliding beam is installed on the top of the transverse distribution beam. The sliding seat is then installed on the sliding beam.

[0021] The steel frame sliding system consists of a through-type horizontal continuous jack, jack reaction seat, steel strand, and sliding block. The jacking equipment consists of a crawler crane and vertical jacks to control the lifting and lowering of the steel beam.

[0022] Furthermore, the construction of the right bank side span steel frame sliding support adopts the following steps: support assembly of steel beams.

[0023] The steel frame sliding support next to the main tower pier is located between the large mileage bridge tower pier and the large mileage auxiliary pier. The foundation adopts bored cast-in-place piles with steel pipe piles installed on them. The steel pipe piles are connected into a whole by a connecting system.

[0024] A transverse distribution beam is installed on the top of the steel pipe pile, and a sliding beam is installed on the top of the transverse distribution beam. The sliding seat and the walking jacking device are then installed on the sliding beam.

[0025] The steel beam sliding system consists of a through-type horizontal continuous jack, jack reaction seat, steel strand, and sliding block. The jacking equipment consists of a crawler crane and vertical jacks to control the lifting and lowering of the steel beam.

[0026] Furthermore, the construction steps for the right bank side span steel beam jacking support include:

[0027] The right bank side span steel beam jacking support is set between the bridge tower pier and the auxiliary pier, and between the auxiliary pier and the side pier.

[0028] The temporary piers, assembly supports, and steel frame sliding supports are constructed by installing steel pipe piles on bored cast-in-place piles, with the steel pipe piles connected together as a whole by a connecting system.

[0029] A transverse distribution beam is installed on top of the steel pipe pile, and a sliding beam is installed on top of the transverse distribution beam. Pads and walking jacks are installed on the sliding beam, and the steel beam is moved by walking jacks.

[0030] Furthermore, the steel beams are erected and the main span and side spans are closed using a double cantilevered girder erection crane. After each whole section of steel beam is erected, the stay cables are symmetrically hung until the steel beam is erected to the mid-span closure section.

[0031] The aforementioned construction method for the integral erection and suspension assembly of large sections of an ultra-large and ultra-heavy steel beam barge was completed.

[0032] The beneficial effects of this invention are:

[0033] (1) The technical solution of the present invention uses a jacking mechanism to adjust the steel beam alignment, and uses symmetrical hanging cables to tension the beam segments and symmetrical beam segments, thereby preventing the bridge construction alignment from getting out of control and the problem of excessive bending moment on one side.

[0034] (2) This invention does not require temporary structural support in the middle of the main span, is easy to operate, convenient to construct, economical and reasonable, and has promotional value in the construction of large-segment overall erection and suspension method.

[0035] (3) This invention involves fewer concrete piers and less underwater construction. Most major projects are completed above sea level, which greatly reduces the damage to the marine ecological environment and protects the local water environment. The fact that most projects are above water also reduces the difficulty of the project and protects the lives of the workers. Attached Figure Description

[0036] Figure 1 : A schematic diagram of the construction method of the large-segment integral erection and suspension method of the present invention;

[0037] Figure 2 : Schematic diagram of the construction structure of the main pier side bracket of this invention;

[0038] Figure 3 : Schematic diagram of the construction structure of the steel frame sliding support of this invention;

[0039] Figure 4 : Schematic diagram of the construction structure of the left bank steel frame assembly support of this invention;

[0040] Figure 5 : Schematic diagram of the construction structure of the steel frame jacking support of this invention;

[0041] Figure 6 : Schematic diagram of the construction structure of the steel beam erection on the right bank side span of this invention;

[0042] Figure 7 : Schematic diagram of the steel beam erection construction structure of this invention;

[0043] Figure 8 : Schematic diagram of the construction structure for steel beam closure and cable installation in this invention;

[0044] In the diagram: 1 is a steel beam, 2 is a sliding beam, 3 is a steel pipe support, 4 is a main tower pier, 5 is a steel box girder, 6 is a temporary pier, 7 is a walking-type jacking device, 8 is an assembly support, 9 is a stay cable, 10 is a beam erection hanger, 11 is a pier-side bracket, 12 is a side span steel beam assembly support, 13 is a steel frame sliding support, 14 is a sliding seat, 15 is an auxiliary pier, 16 is a side pier, 17 is a transverse distribution beam, and 18 is a jacking support. Detailed Implementation

[0045] The concept of the present invention will be further explained below with reference to some specific embodiments.

[0046] Reference Figure 1 , Figure 1 This is a schematic diagram of the construction method for the integral erection and suspension assembly of large sections of ultra-large and ultra-heavy steel beam barges according to the present invention.

[0047] S1: Construction of foundation and main tower pier 4. After the construction of the lower crossbeam of the main tower is completed, the pier side bracket 11 is installed using a floating crane. After the construction of the auxiliary piers on both banks is completed, the construction of the steel beam assembly support 12 on the left bank side span, the steel frame sliding support 13 on the right bank, and the temporary steel beam jacking pier 6 are carried out in sequence and simultaneously.

[0048] S2: Using a floating crane, the steel box girder 5 to be installed is hoisted to the right bank assembly support 8. The steel box girder is then slid along the sliding beam 2 to the designed position, completing the steel girder assembly on the side span. Using a crawler crane on the left bank trestle, the sliding beam 2 and two sections of steel box girder 5 are assembled on the jacking assembly support. The girder erection crane 10 is then assembled on the already assembled steel box girder. Using a floating crane, the steel box girder is lifted onto the steel frame sliding support 13. The steel box girder is then dragged along the steel frame sliding support 13 to the designed position. The girder erection crane 10 hoists and suspends the steel box girder 5, gradually jacking it towards the right bank, completing the construction of the right bank side span steel box girder. The steel box girder is lifted onto the steel frame sliding support 13 using a floating crane. The steel box girder 5 to be installed is dragged along the steel frame sliding support 13 to the design position. The girder erecting crane lifts and suspends the steel box girder 5, and gradually pushes the steel box girder towards the right bank to complete the construction of the steel box girder on the right bank side span.

[0049] S3: Using a double-cantilever girder erector, erect the steel box girder 5 to be installed on the left bank main span. After each hoisting unit is erected, install one layer of stay cables 9, and then move the girder erector 10 forward by one beam segment length. Repeat step 1 of this procedure until the side span closure section is reached. Adjust the main beams on both sides to ensure the closure section meets the hoisting requirements, thus completing the side span closure. Simultaneously, using a single-cantilever girder erector 10, erect the steel box girder 5 to be installed on the right bank main span. After each hoisting unit is erected, install one layer of stay cables 9, and then move the girder erector 10 forward by one beam segment length.

[0050] S4: Continue using the girder erector to cantileverly erect the main span steel beam 1. After each lifting unit is erected, install one layer of stay cables 9, and then move the girder erector 10 forward by one beam segment length. Repeat step 1 of this procedure until the mid-span closure section is reached. Adjust the main beams on both sides to ensure the closure section meets the lifting requirements. Observe and adjust the vertical elevation, planar position, and inclination angle of the closure joint. After three-dimensional matching, complete the mid-span closure and complete the system conversion according to the monitoring instructions.

[0051] Reference Figure 2 ,3 The main tower pier 4 is equipped with a pier-side bracket 11. A sliding beam 2 is installed above the pier-side bracket 11, and a sliding seat 14 is arranged above the sliding beam. Lateral limiting devices are installed on both sides to ensure that the steel beam 1 is pushed along the centerline of the bridge. The steel frame sliding support 13 is set between the main tower pier 4 and the auxiliary pier 15 of the high-mileage bridge. The support structure is similar to the steel beam assembly support mentioned above.

[0052] Reference Figure 4 The steel frame assembly support 12 for the left bank side span is located between the small-mileage side pier 16 and the small-mileage auxiliary pier 15. The foundation consists of bored cast-in-place piles with steel pipe piles installed on top, and the steel pipe piles are connected into a whole by a connecting system. A transverse distribution beam 17 is installed on the top of the steel pipe piles, and a sliding beam 2 is installed on the top of the transverse distribution beam 17, with the sliding seat installed on the sliding beam 2. The steel beam sliding system consists of a through-type horizontal continuous jack, jack reaction seats, steel strands, and sliding seats. The vertical jacks control the lifting and lowering of the steel beam. The steel beam 1 is manufactured in whole sections in a specialized factory and then launched and transported to the site by ship. The steel beam 1 of the left bank side span is constructed using a support frame assembly. During the assembly of the side span steel beam, an assembly steel frame sliding support 13 is set between the side pier 16 and the auxiliary pier 15. After the steel beam sections were transported to the bridge site by ship, they were hoisted as a whole by a floating crane. Each time a steel beam section 1 was installed, it was pushed towards the side span until the steel beam 1 of the left bank side span was erected. After the steel beam 1 of the side span was pushed into place, vertical jacks were used to lift the steel beam 1, the jacking equipment and sliding system were dismantled, and the steel beam 1 was lowered onto the formal supports.

[0053] Reference Figure 4 , Figure 5The jacking platform supports are steel pipe supports 3, which are connected to the pile foundations using pre-embedded parts. Two sets of two rows of steel pipe supports 3 and pile foundations are installed transversely, spaced 5m apart. The spacing is increased in some sections of the widened operating platform. The steel pipe supports 3 are connected horizontally and longitudinally by steel pipes, forming a truss structure. Horizontal connections are installed every 4m and 5m. A transverse distribution beam 17 is installed at the top of the steel pipe supports 3, and finally, a sliding beam 2 is installed on the transverse distribution beam. The sliding beam 2 is a box girder with a stainless steel plate on top. The sliding seat 14 is a welded assembly with an MGE plate underneath. Before dragging the steel beam, the surface of the sliding beam should be cleaned and coated with grease to ensure that the static and dynamic friction coefficients during the sliding process are not greater than 0.08. The sliding beam 2 is divided into 6 longitudinal sections and two transverse sections, respectively connected to the outer webs of the steel box girder 5. High-strength bolts are used to connect adjacent sections of the sliding beam 2 and to the steel box girder 5. The right bank side span steel beam jacking support 18 is set between the main tower pier 4 and auxiliary pier 15, and between auxiliary pier 15 and side pier 16 of the Dalicheng Bridge. The foundation consists of bored cast-in-place piles with steel pipe piles installed on them, and the steel pipe piles are connected into a whole by a connecting system. A transverse distribution beam 17 is installed on top of the steel pipe piles, and a sliding beam 2 is installed on top of the transverse distribution beam 17. Pads and walking jacks are installed on the sliding beam 2, and the steel beam is moved by walking jacks.

[0054] Reference Figure 6 The right bank side span steel beams were constructed using the jacking method, while the channel side mid-span steel beam 1 was constructed using the cantilever assembly method. During the jacking of the side span steel beams, pier-side brackets were installed at the main tower pier 4, side pier 16, and auxiliary pier 15. A steel frame sliding support 13, a right bank assembly support 8, and a temporary pier 6 were installed between the main tower pier 4 and the auxiliary pier 15. The crawler crane on the right bank trestle was used to assemble the loosely assembled sliding beam 2 and two sections of steel box girder 5 on the jacking assembly support 18. The steel box girder 5 was lifted onto the steel frame sliding support 13 using a floating crane. The steel box girder 5 was then dragged along the steel frame sliding support 13 to the design position. The girder erecting crane 10 lifted the cantilevered steel box girder and gradually jacked it towards the right bank until the steel beam 1 on the side span was erected. After the steel beam 1 on the side span was jacked into place, vertical jacks were used to lift the steel beam 1, the jacking equipment and sliding system were dismantled, and the steel beam 1 was lowered onto the permanent supports.

[0055] Reference Figure 7 , 8The steel beam 1 on the middle span is assembled using the cantilever of the girder erecting crane 10. After each complete section of steel beam 1 is erected, the stay cables 9 are symmetrically installed until the steel beam 1 reaches the mid-span closure section. Two cable extension channels 9 are set on the top surface of the steel box girder along the bridge direction, with tower cranes and bridge deck truck cranes assisting in cable extension and installation. After the steel beam 1 is closed, the internal weighting concrete of the steel box girder at the auxiliary pier 15 is poured, and the concrete retaining wall and other construction are carried out. The bridge deck girder erecting crane cannot travel directly on the bridge deck; temporary walkways in the form of longitudinal and transverse beams must be set up to transfer the load to the main box girder web of steel beam 1. Local stress calculations are performed on the stressed parts of steel beam 1, and the work can only proceed after ensuring safety. The girder erecting crane 10 continues to cantilever the steel beam 1 of the main span. After each lifting unit is erected, a layer of stay cables 9 is installed, and then the girder erecting crane 10 moves forward by one beam segment length. This process is repeated until the steel beam 1 reaches the mid-span closure section. The main beams on both sides were adjusted to ensure that the closure section met the hoisting requirements. The vertical elevation, planar position, and inclination of the closure joint were observed and adjusted. After three-way matching, the mid-span closure was completed, and the system conversion was completed according to the monitoring instructions.

[0056] The above description is merely an optional embodiment of the present invention and does not limit the patent scope of the present invention. All equivalent structural transformations made using the contents of the present invention's specification and drawings under the inventive concept of the present invention, or direct / indirect applications in other related technical fields, are included within the patent protection scope of the present invention.

Claims

1. A construction method for the integral erection and suspension assembly of large sections of ultra-large and ultra-heavy steel beam barges, characterized in that: The steel beams (1) of the left bank trestle bridge side span are constructed using the scaffolding assembly method, and the steel beams (1) of the middle span are constructed using the cantilever assembly method; the steel beams (1) of the right bank trestle bridge side span are constructed using the jacking method, and the steel beams (1) of the middle span of the channel are constructed using the cantilever assembly method; when assembling the steel beams (1) of the left bank side span, an assembly steel frame sliding support (13) is set between the side pier (16) and the auxiliary pier (15); when jacking the steel beams (1) of the right bank side span, a pier-side bracket (11) is set at the main tower pier (4), side pier (16), and auxiliary pier (15), and a steel frame sliding support (13), an assembly support (8), and a temporary pier (6) are set between the main tower pier (4) and the auxiliary pier (15); a jacking device (7) is installed on the top of the temporary pier (6); the steel beam sliding system consists of a through-type horizontal continuous jack, a jack reaction seat, steel strands, and a sliding seat (14); The construction method for the integral erection and suspension assembly of large sections of the ultra-large and ultra-heavy steel beam barge: Step 1: When installing the steel beam (1) of the left bank trestle bridge side span, push it towards the side span side after each whole section of steel beam (1) is installed until the steel beam (1) of the left bank side span is erected. Step 2: After the steel beam (1) of the side span is pushed into place, use vertical jacks to lift the steel beam (1), dismantle the jacking equipment and sliding system, and lower the steel beam (1) onto the formal support; Step 3: On the right bank trestle, the crawler crane assembles the slide beam (2) and two steel box beams (5) on the top-pushing assembly support (8), and assembles the beam erecting crane on the assembled steel box beams (5); Step 4: The steel box girder (5) is lifted onto the sliding support (13), and the steel box girder (5) is dragged along the sliding support (13) to the design position. The girder erecting crane lifts and suspends the steel box girder (5), and gradually pushes the steel box girder (5) towards the right bank until the steel beam (1) on the right bank side span is erected. Step 5: After the steel beam of the side span is pushed into place, lift the steel beam (1), dismantle the jacking equipment and sliding system, and lower the steel beam (1) onto the formal support; Step 6: Use the beam erecting crane to cantilever assemble the steel beam (1) on the middle span side. After each whole section of steel beam (1) is erected, the cable stays (9) are symmetrically hung until the steel beam (1) is erected to the middle closure section. Step 7: Two cable extension channels are set on the top surface of the steel box girder (5) along the bridge direction for the cable extension (9). The tower crane and the bridge deck truck crane cooperate to extend and hang the cable. Step 8: After the steel beam (1) is closed, pour the counterweight concrete inside the steel beam box of the auxiliary pier (15), carry out the construction of concrete retaining wall, and adjust the cables of the whole bridge. A pier bracket (11) is provided next to the main tower pier (4). A slide beam (2) is provided above the bracket (11). A slide seat (14) is arranged above the slide beam (2), and lateral limiting devices are provided on both sides of the slide seat (14) to ensure that the steel beam (1) is pushed along the centerline of the bridge.

2. The construction method for the integral erection and suspension assembly of large sections of ultra-large and ultra-heavy steel beam barges as described in claim 1, characterized in that, During the jacking process, temporary piers (6) are set as intermediate support points for the steel box girder (5). Three sets of temporary piers (6) are set on the left bank and four sets of temporary piers (6) are set on the right bank. A walking jacking device (7) is installed on the top of the temporary piers (6). The temporary piers (6) at the main tower also serve as the assembly platform for the slide beam (2), the bridge deck crane, and the steel box girder (5).

3. The construction method for the integral erection and suspension assembly of large sections of ultra-large and ultra-heavy steel beam barges as described in claim 1, characterized in that... The slide beam (2) is divided into 6 sections in the longitudinal direction and two sections in the transverse direction, which are respectively connected to the two outer webs of the steel box beam (5); the adjacent sections of the slide beam (2) and the slide beam (2) and the steel box beam (5) are all connected by high-strength bolts.

4. The construction method for the integral erection and suspension assembly of large sections of ultra-large and ultra-heavy steel beam barges as described in claim 1, characterized in that... The steel beams (1) on the left bank side span are constructed using a scaffold assembly method, including the following steps: The side span steel beam assembly support (12) is set between the small mileage side pier (16) and the small mileage auxiliary pier (15). The foundation adopts bored cast-in-place piles with steel pipe piles installed on them. The steel pipe piles are connected into a whole by a connecting system. A transverse distribution beam (17) is installed on the top of the steel pipe pile, and a slide beam (2) is installed on the top of the transverse distribution beam (17). A slide seat (14) is installed on the slide beam (2).

5. The construction method for the integral erection and suspension assembly of large sections of ultra-large and ultra-heavy steel beam barges as described in claim 1, characterized in that... The construction steps for the right bank steel frame sliding support (13) using the support assembly steel beam include: The steel frame sliding support (13) next to the main tower pier (4) is placed between the main tower pier (4) of the bridge and the auxiliary pier (15) of the bridge. The foundation adopts bored cast-in-place piles with steel pipe piles installed on them. The steel pipe piles are connected into a whole by a connecting system. A transverse distribution beam (17) is installed on the top of the steel pipe pile, and a slide beam (2) is installed on the top of the transverse distribution beam (17). A slide seat (14) is installed on the slide beam (2).

6. The construction method for the integral erection and suspension assembly of large sections of ultra-large and ultra-heavy steel beam barges as described in claim 1, characterized in that... The construction steps of the right bank side span steel beam jacking support (18) include: The right bank side span steel beam jacking support (18) is set between the main tower pier (4) and auxiliary pier (15) of the Dalicheng Bridge and between the auxiliary pier (15) and the side pier (16); The foundation consists of bored cast-in-place piles with steel pipe piles installed on top, and the steel pipe piles are connected to each other as a whole by a connecting system. A transverse distribution beam (17) is installed on the top of the steel pipe pile, and a sliding beam (2) is installed on the top of the transverse distribution beam (17). A pad and a walking jacking device (7) are installed on the sliding beam (2), and the steel beam (1) is moved by the jack of the walking jacking device (7).

7. The construction method for the integral erection and suspension assembly of large sections of ultra-large and ultra-heavy steel beam barges as described in claim 1, characterized in that, The steel beam (1) is erected and the main span and side span are erected using a double cantilever erection method with a beam erection crane (10). For each whole section of steel beam (1) erected, the inclined cable (9) is symmetrically hung until the steel beam (1) is erected to the mid-span closure section; thus completing the construction method of the overall erection and suspension splicing of large sections of ultra-large and ultra-heavy steel beam barge.

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