Overall erection construction method for oversized and overweight steel beam barge large section of cross-sea bridge

Abstract

The invention relates to a cross-sea bridge oversized and overweight steel beam barge large-section integral erection construction method, which belongs to the technical field of bridge construction, and comprises the following steps: step 1, completing construction preparation; 2, cofferdam and foundation construction is completed; 3, main tower construction is conducted; fourthly, a lower cross beam of the main tower is constructed, and a pushing slide way, a left side span steel beam assembling support, a right side steel beam sliding support and a steel beam pushing temporary pier are arranged; fifthly, steel beams of the left side span are assembled, then guide beams and two steel box beams are assembled on the steel beam pushing temporary piers, then a beam erecting crane is assembled on the sides, away from the guide beams, of the two steel box beams, the steel box beams are hoisted to the sliding support and move to the position below the beam erecting crane, the steel box beams are assembled through the beam erecting crane, and then the steel box beams are assembled. The pushing slide way pushes the steel box girder together with the guide girder to the right bank, the girder erecting crane assembles the next section of steel box girder until the right side span steel box girder construction is completed, and then the left side span steel box girder construction is conducted; and the construction safety is high.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge construction, and in particular relates to a method for integrally erecting a large section of an ultra-large and ultra-heavy steel beam barge for a cross-sea bridge. Background Art

[0002] With the increase in transportation demand, bridge construction is becoming more and more frequent. Traditional bridges have a large number of piers, which places high demands on equipment, labor and technology, and will also congest waterways. For this reason, cable-stayed bridges with fewer piers are being used more and more widely.

[0003] In the construction process of cable-stayed bridges, a cantilever hoisting method is usually adopted. A general scheme, such as a displacement-optimal cantilever construction control method for cable-stayed bridges disclosed in Chinese patent CN111625894B, includes the following steps: Step 1, establish a finite element model, and the material properties, geometric properties, boundary conditions and external load information in the finite element model should be consistent with the corresponding data in the design drawings; Step 2, determine a set of initial tensions X0 of the inclined cables, and substitute this set of initial tensions X0 of the inclined cables into the finite element model in step 1 for process forward analysis and calculation to obtain initial value vectors u0, M0, M1, M2, σ0; Step 3, establish an optimization system, and the optimization system must have constraint functions, optimization equations and parameter variables at the same time, and its optimization formula includes: constraint functions, optimization equations program and parameter variables; Step 4, through X0+△X0, obtain the displacement increment matrix M0 of the cable force on the cantilever beam of the completed bridge segment, the displacement increment matrix M1 of the cantilever beam of the cantilever segment, and the increment matrix M2 of the stress of the cable after the completion of the bridge; Step 5, introduce the convergence allowable values ​​Δ1 and Δ2, both of which are constraints; Step 6, the final displacement convergence value ε1 obtained by the corresponding optimization system, and the displacement convergence value ε2 of the current construction segment obtained by the corresponding optimization system; Step 7, determine the value of the ultimate strength σlim of the cable; Step 8, set a control point target displacement vector dest; Step 9, substitute the determined parameters into the optimization formula to calculate the displacement of each control point after the final bridge is completed, and then apply it to the cable-stayed bridge cantilever construction operation, so as to realize the cable-stayed bridge cantilever construction control with optimal displacement. By strictly controlling the displacement in the cantilever construction section of the cable-stayed bridge, the displacement change rate of the deck beam of the cable-stayed bridge is minimized during the cantilever process, and the displacement converges after the bridge is completed and does not require secondary cable adjustment. The disturbance to the already tensioned cable is small, which is conducive to the control of construction accuracy and the reduction of fatigue damage to the cable and bridge.

[0004] During the hoisting process, since the steel box girder of the bridge section being hoisted is an oversized and overweight object, there is a probability of it overturning during the hoisting process, and the construction safety is insufficient. It is necessary to reduce the proportion of cantilever construction and improve construction safety. For this purpose, a safer method for the overall erection of large sections of oversized and overweight steel beam barges for cross-sea bridges is needed. Summary of the invention

[0005] In order to solve the above problems existing in the prior art, the present invention provides a method for integrally erecting large sections of super-large and super-heavy steel beam barges for a cross-sea bridge, which has the characteristics of high safety.

[0006] The purpose of the present invention can be achieved by the following technical solutions:

[0007] A method for integrally erecting a large section of an ultra-large and ultra-heavy steel beam barge for a cross-sea bridge comprises the following steps:

[0008] Step 1: Carry out the construction of access roads and docks, prepare water and electricity for construction, and complete construction preparations;

[0009] Step 2: Build the platform first, then set up cofferdams at each pier to complete the foundation construction;

[0010] Step 3: Carry out main tower construction;

[0011] Step 4: Carry out the construction of the cross beam under the main tower, then set up a top-pushing slideway on the cross beam of the main tower along the longitudinal direction of the bridge, then assemble the steel beam bracket on the left side span, and set up the right side steel beam sliding bracket and steel beam top-pushing temporary pier on the right side span;

[0012] Step 5: Complete the assembly of the steel beams of the left side span, then assemble the guide beam and two sections of steel box beams on the temporary piers for pushing the steel beams, then assemble the beam erection crane on the side of the two sections of steel box beams away from the guide beam, ensure that the right side steel beam sliding bracket is aligned with the beam erection crane, then use the floating crane to lift the steel box beam onto the sliding bracket, the steel box beam moves along the sliding bracket to the bottom of the beam erection crane, the beam erection crane assembles the steel box beam, and the pushing slideway pushes the steel box beam and the guide beam to the right bank, and the beam erection crane assembles the next section of steel box beam until the construction of the right side span steel box beam is completed, and then the left side span steel box beam is constructed;

[0013] Step 6: Assemble the steel box girder on the top of the main tower, connect the steel box girder on the top of the main tower with the steel box girder on the same side span, and set up a beam erection crane at one end of the steel box girder on both sides close to the center of the bridge;

[0014] Step 7: Use a beam-erecting crane to construct the mid-span steel box girder using the cantilever assembly method.

[0015] As a preferred technical solution of the present invention, the step three also includes: first casting the root of the tower column, and then extending it upward on the basis of the root using a climbing formwork method to complete the construction of the main tower.

[0016] As a preferred technical solution of the present invention, step two also includes: after the platform construction is completed, the integral double-walled steel cofferdam is hoisted to the designed position by a floating crane, the double-walled steel cofferdam is hoisted as a whole and assisted in lowering the cofferdam to pour the bottom concrete before the foundation construction is carried out.

[0017] As a preferred technical solution of the present invention, it also includes step eight: observing and adjusting the vertical elevation, plane position and inclination of the joint mouth, adjusting the main beams on both sides, and completing the middle span joint after three-way matching.

[0018] As a preferred technical solution of the present invention, it also includes step nine: completing the bridge deck paving and installing the auxiliary structures on the surface of the steel box girder, adjusting the cable tension of the entire bridge and conducting a load test on the completed bridge, and handing over the project for acceptance after the test is passed.

[0019] As a preferred technical solution of the present invention, step four also includes: when constructing the left side span steel beam assembly bracket, bored cast-in-place piles are used as the foundation, steel pipe piles are installed on the bored cast-in-place piles, the steel pipe piles are connected as a whole by a connecting system, a transverse distribution beam is installed on the top of the steel pipe pile, a slide beam is installed on the top of the transverse distribution beam, and the slider is installed on the slide beam.

[0020] The beneficial effects of the present invention are:

[0021] (1) By setting the right side span construction as a top-pushing method, compared with the method of directly cantilevering the entire beam section, the lifting workload and the proportion of cantilevered construction are reduced, thereby improving safety;

[0022] (2) By associating the pushing speed of the steel beam with the weight of the steel beam, the pushing speed can be increased when the weight of the steel beam is small to ensure construction efficiency, and the pushing speed can be reduced when the weight of the steel beam is large to improve construction safety. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to facilitate understanding by those skilled in the art, the present invention is further described below with reference to the accompanying drawings.

[0024] Figure 1 It is the overall construction flow chart of the present invention;

[0025] Figure 2 This is a schematic diagram of the structure in step 4 of the present invention;

[0026] Figure 3 This is a schematic structural diagram of step 5 of the present invention;

[0027] Figure 4 This is a schematic structural diagram of step 6 of the present invention;

[0028] Figure 5 This is a schematic diagram of the structure of step 7 of the present invention;

[0029] Figure 6 This is a schematic structural diagram of step 8 of the present invention;

[0030] Figure 7 This is a schematic diagram of the structure of step 9 of the present invention;

[0031] Figure 8 It is a structural schematic diagram of the lower cross beam of the main tower of the present invention.

[0032] Description of main component symbols:

[0033] In the figure: 1. Main tower; 2. Cross beam under main tower; 2-1. Distribution beam; 2-2. Bowl-shaped bracket; 2-3. Rack; 2-4. Bottom formwork; 3. Bracket beside pier; 4. Auxiliary pier of side pier; 5. Assembly bracket; 6. Sliding bracket; 7. Temporary pier pushed by steel beam; 8. Guide beam; 9. Beam erecting crane; 10. First layer of inclined cables. DETAILED DESCRIPTION

[0034] In order to further explain the technical means and effects adopted by the present invention to achieve the predetermined invention purpose, the specific implementation methods, structures, features and effects of the present invention are described in detail below in conjunction with the accompanying drawings and preferred embodiments.

[0035] See also Figure 1-8 A method for integrally erecting a large section of a super-large and super-heavy steel beam barge for a cross-sea bridge comprises the following steps:

[0036] Step 1: Carry out the construction of the access road and the dock, prepare water and electricity for construction, and complete the construction preparation. In this embodiment, it also includes setting up a trestle at the corresponding construction location.

[0037] After step 1 is set up, proceed to step 2: first build the platform, then set up cofferdams at each pier to complete the foundation construction;

[0038] Specifically, after the platform construction in step 2 is completed, the overall double-walled steel cofferdam is hoisted to the designed position by a floating crane, the double-walled steel cofferdam is lowered as a whole, the space inside the cofferdam is pumped, and the bottom sealing concrete is poured at the bottom of the cofferdam, and then the foundation is constructed;

[0039] In this embodiment, the bridge pier includes two main towers, one on the left side and one on the right side. At the same time, there are two side piers on the left side and one on the right side. Side pier auxiliary piers are arranged between the two side piers on the left side and the right side. A steel beam top-pushing temporary pier is arranged between the right main tower and the side pier. The positions of the main towers on both sides, the side piers on both sides, the side pier auxiliary piers and the steel beam top-pushing temporary piers are all designed positions of the cofferdam.

[0040] Meanwhile, in this embodiment, the left side and the right side are directions along the longitudinal bridge toward the two shores;

[0041] By using double-walled steel cofferdams, the probability of cofferdam damage during construction is reduced;

[0042] After step 2 is completed, proceed to step 3.

[0043] Step 3: construct the main tower. In this embodiment, the main structure of the main tower is a tower column. The construction process of the tower column is: first cast the root, and then use the hydraulic climbing formwork method to extend upward on the basis of the root until the main tower construction is completed;

[0044] At the same time, a gap is left under the main tower, and the gap is used to set the cross beam under the main tower. The cross beam under the main tower is used to bear the bridge deck. The bridge deck is composed of several steel beams, so the cross beam under the main tower is used to bear the steel beams;

[0045] By using the climbing formwork method to construct the main tower, the construction efficiency of the main tower is improved compared with the traditional construction plan of directly setting the mold with a column structure;

[0046] After the main tower construction is completed, proceed to step 4;

[0047] Step 4: Construction of the crossbeam under the main tower;

[0048] In this embodiment, during the construction of the main tower in step 3, the foundation embedded parts of the lower crossbeam support are installed on the top surface of the main tower pedestal, and the foundation embedded parts are respectively buried in the pedestal, the tower base, and the tower body. The steel pipe columns are processed using 1200×14 steel pipes, and the steel pipe columns are connected using a steel pipe connection system. The column system is arranged in four rows along the bridge direction, and two steel columns are arranged on both sides of every two tower columns along the bridge direction. 2HN800×300 crossbeams are laid in the cross-bridge direction of the outer steel columns, and a 25b distribution beam is laid on the beam. A bowl-shaped bracket is set on the distribution beam. The bowl-shaped bracket adjusts the height of the lower crossbeam curve through the top support. Wooden squares are laid along the bridge direction above the bowl-shaped bracket as the bottom mold main beam, and a steel mold bottom mold is laid on the wooden square according to the shape of the bottom surface of the crossbeam. The middle bracket of the tower column embeds 4 brackets on each side of the tower column, and a rack is installed on the distribution beam, and the bottom mold is installed on the rack to complete the construction of the lower crossbeam;

[0049] After the construction of the lower cross beam is completed, the pier side bracket is installed along the longitudinal bridge direction by floating crane at the lower cross beam of the main tower, and then the jacking slideway is set on the pier side bracket, and then the left side span steel beam assembly bracket is assembled on the left side span, and the right side steel beam sliding bracket and steel beam jacking temporary pier are set on the right side span;

[0050] Specifically, a slide seat and a push jack are arranged above the push slideway, and the beam section located above the push slideway is gradually pushed to the designed position through the cooperation of the jack thrust and the slide seat;

[0051] At the same time, the steel beam assembly bracket is a steel frame set between the two side piers of the left side span, and its top surface height is the same as the lower edge of the steel box beam design height;

[0052] The right steel beam sliding bracket is a steel frame set between the main tower and the temporary steel beam jacking pier, with a height lower than the bridge deck and a slideway on the surface;

[0053] At this time, on the right side along the longitudinal direction of the bridge, the main tower, temporary steel beam jacking pier, first side pier, auxiliary pier, and second side pier are successively set up;

[0054] During the construction of the left side span steel beam assembly bracket, the foundation adopts steel pipe piles installed on bored cast-in-place piles, the steel pipe piles are connected as a whole by a connecting system, the transverse distribution beam is installed on the top of the steel pipe pile, the slide beam is installed on the top of the transverse distribution beam, and the slider is installed on the slide beam;

[0055] By installing steel pipe piles on bored cast-in-place piles, the structural strength of the left side span steel beam assembly bracket is improved;

[0056] The slideway is composed of a through-type horizontal continuous jack, a jack reaction seat, a steel strand and a slide block. The vertical jack controls the lifting and lowering of the steel beam.

[0057] For the temporary steel beam jacking pier, the foundation is to install steel pipe piles on bored cast-in-place piles, and the steel pipe piles are connected as a whole by connecting systems. The transverse distribution beam is installed on the top of the steel pipe pile, and the slideway beam is installed on the top of the transverse distribution beam. The pad and walking jack are installed on the slideway beam, and the steel beam is moved by the walking jack;

[0058] After the construction of the top-pushing slideway, the left side span steel beam assembly bracket, the right side steel beam sliding bracket and the steel beam top-pushing temporary pier is completed, step 4 is completed. After step 4 is completed, step 5 is executed: the left side span steel box beam is constructed by using the cantilever assembly method;

[0059] After completing the assembly of the steel beams of the left side span, first assemble the guide beams on the temporary piers for pushing the steel beams, and assemble two sections of steel box beams behind the guide beams in the forward direction. Then assemble the beam erection crane on the side of the two sections of steel box beams away from the guide beams, ensure that the sliding bracket of the right steel beam is aligned with the beam erection crane, and then use the floating crane to lift the steel box beam onto the sliding bracket. The steel box beam moves along the sliding bracket to the bottom of the beam erection crane, and the beam erection crane assembles the steel box beam. The pushing slideway pushes the steel box beam and the guide beam to the right bank, and the beam erection crane assembles the next section of steel box beam until the construction of the steel box beam of the right side span is completed, and the pushing construction of the right side span is completed;

[0060] Specifically, the steel beam sliding bracket located below the temporary pier for jacking steel beams is used to slide the steel box beam to the end, at which time the steel box beam is aligned directly below the end of the jacking steel beam column, and the end of the jacking steel beam column is set on the beam erection crane;

[0061] When in use, the steel box girder sliding bracket slides the steel box girder to the bottom of the end of the top-pushing steel beam column, the beam erecting crane lifts the steel box girder on the steel beam sliding bracket and connects it to the end of the top-pushing steel beam column, the top-pushing slideway pushes the top-pushing steel beam column to the right bank until the end of the top-pushing steel beam column is aligned with the end of the steel beam sliding bracket again, the steel box girder sliding bracket slides the next section of the steel box girder to the bottom of the end of the top-pushing steel beam column, the beam erecting crane lifts the next section of the steel box girder and connects it to the end of the top-pushing steel beam column, and so on, until the top-pushing steel beam column reaches the designed length and designed position;

[0062] In this embodiment, the pushing steel beam row is defined as: a long strip structure consisting of a guide beam and one or more steel box beam sections connected end to end in the pushing direction of the guide beam. The pushing steel beam row moves along its own axis toward the direction where the guide beam is located under the action of the pushing jack;

[0063] At the same time, the main beam adopts a cantilever steel box beam with a top width of 56.5m, a bottom width of 22.8m, a cantilever length of 16.250m, and a beam height of 4.728m. The main box adopts a single-box three-chamber section, and the top plate is horizontally set with a 2% "human" cross slope, and the bottom plate is horizontal;

[0064] When assembling two sections of steel box girders behind the forward direction of the guide beam in step 5, the cantilever steel box girders are first welded into a whole in the factory. After the shear nails are welded in the factory, the whole section is transported to the construction site by a 2000t barge for erection;

[0065] After completing the construction of the left side span and right side span steel box girders using the cantilever assembly method and the jacking method respectively, proceed to step six.

[0066] Step 6: Assemble steel box girders on the top of the left and right main towers, and set up beam erection cranes at the end of the steel box girder on the top of the left main tower close to the left side span, and at the end of the steel box girder on the top of the right main tower close to the right side span. Use the beam erection cranes to adopt the cantilever assembly method to close the steel box girder on the top of the left main tower with the steel box girder on the left side span, and close the steel box girder on the top of the right main tower with the steel box girder on the right side span, and at the same time tension the inclined cables on the steel box girder on the top of the main towers;

[0067] In this embodiment, the main tower serves as the middle pier supporting the middle span, so after step 6 is completed, the steel box girder at the edge of the middle span is completed;

[0068] Specifically, the process of hanging the cable is as follows: installation of traction equipment at the beam end and tower end, reversal of the cable tray and hoisting onto the bridge, laying of the cable, lifting of the cable, traction at the tower end and capping of the traction rod, traction and capping of the anchor cup at the beam end, hard traction at the tower end and capping of the anchor cup;

[0069] Install the tensioning equipment at the tower end, lower the cable to a certain height, install the soft traction device at the beam end, introduce the soft traction steel strand into the anchor box and anchor it on the support foot. The guide frame on the anchor head at the beam end is assisted by the automobile crane, and the guide frame is lifted to adjust the angle. The steel strand pulls the anchor head and enters the cable sleeve for anchoring. The cable tensioning is carried out in the main tower. According to the design tonnage of the largest specification cable, the tensioning jack of the corresponding level is selected. There are 8 jacks in the whole bridge, 4 for each tower. The main and side spans are of the same number, and the upstream and downstream are in the same position. The four tops are tensioned symmetrically at the same time; the cable is tensioned symmetrically and synchronously at the tower end, and the large nut is tightened after tensioning in place;

[0070] At the same time, the connection between the steel box girder on the top of the left main tower and the steel box girder on the side span on the same side also includes assembling the steel box girder on the top of the left middle span pier, setting up two sets of beam erection cranes, symmetrically hanging the first layer of inclined cables to connect the steel box girder on the top of the left middle span pier with the main tower, erecting the steel box girder on the left main span, and sequentially hanging inclined cables until the side spans are connected;

[0071] After completing step 6, proceed to step 7.

[0072] Step 7: Install a beam erection crane on the side of the left side span close to the right side span, and on the side of the right side span close to the left side span. With the cooperation of the floating crane, use the traditional cantilever assembly method to extend the steel box girder from the two side spans to the middle, complete the construction of the middle span between the left side span and the right side span, and at the same time, the steel box girder extending to the middle;

[0073] Specifically, for the right side steel beam sliding bracket, the steel beam sliding system of the right side steel beam sliding bracket is composed of a through-type horizontal continuous jack, a jack reaction seat, a steel strand, and a slider. The vertical jack controls the lifting and lowering of the steel beam. The right side span steel beam jacking bracket is set between the large mileage bridge tower pier and the auxiliary pier and between the auxiliary pier and the side pier. The foundation adopts steel pipe piles installed on bored cast-in-place piles, and the steel pipe piles are connected as a whole by a connecting system. A transverse distribution beam is installed on the top of the steel pipe pile, and a slideway beam is installed on the top of the transverse distribution beam. The pad and the walking jack are installed on the slideway beam, and the steel beam is moved by the walking jack.

[0074] After step 7 is completed, step 8 is performed: the operator adjusts the main beams on both sides by observing the vertical elevation, plane position and inclination of the joint mouth, and then aligns the vertical elevation, plane position and inclination of the joint mouth of the left and right spans. After the three directions are matched, the middle span joint is completed;

[0075] By performing three-way matching on the left and right spans, the situation of misalignment during closure is avoided.

[0076] After executing step 8, execute step 9: complete the bridge deck paving and auxiliary structure installation on the surface of the steel box girder, adjust the cable force of the whole bridge and conduct the load test of the completed bridge, and hand over the project for acceptance after passing the test;

[0077] After executing step nine, the overall structure of the bridge is formed, and paving and other steps can be carried out. At the same time, the acceptance of the bridge load capacity is completed by adjusting the cable tension of the entire bridge and carrying out the load test of the completed bridge.

[0078] Specifically, step nine also includes the dismantling of temporary structures. Specifically, the dismantling process includes dismantling the auxiliary piers of the side piers, the assembly brackets, the sliding brackets and the steel beams pushing up the temporary piers;

[0079] During the execution of the above step 5, since the weight of the steel beam itself is large, when the weight of the steel beam itself is large, there is a greater probability that the structure will be damaged by its own weight during the movement. Therefore, when the steel beam with a large mass is pushed, the pushing speed needs to be reduced. When the mass of the steel beam is small, the probability of damage is low under the influence of its own weight, so there is no need to reduce the pushing speed. For this reason, step 5 also includes the following steps:

[0080] Step 5: First, measure the weight m of the steel box girder, and then calculate the jacking speed v of the steel box girder, where v = m0 / m×v0, m0 is the reference weight of the steel girder calculated in advance by the operator, and v0 is the standard speed of the steel girder calculated in advance by the operator. Then, when the jacking slide pushes the steel box girder and the guide beam to the right bank, the jacking speed is adjusted to v;

[0081] When the weight m of the steel beam is large, it means that the probability of structural damage due to its own weight is high, and the jacking speed needs to be reduced. At this time, the value of v=m0 / m×v0 is small. When the jacking speed is adjusted to v, the jacking speed is reduced when the weight of the steel beam is large.

[0082] When the weight m of the steel beam is small, it means that the probability of structural damage due to its own weight is small. At this time, there is no need to reduce the jacking speed to ensure construction efficiency. At this time, the value of v=m0 / m×v0 is large. When the jacking speed is adjusted to v, the jacking speed is increased when the weight of the steel beam is small.

[0083] By associating the pushing speed of the steel beam with the weight of the steel beam, the pushing speed can be increased when the weight of the steel beam is light to ensure construction efficiency, and the pushing speed can be reduced when the weight of the steel beam is heavy to improve construction safety.

[0084] The above description is only a preferred embodiment of the present invention and does not limit the present invention in any form. Although the present invention has been disclosed as a preferred embodiment as above, it is not used to limit the present invention. Any technical personnel in this field can make some changes or modify the technical contents disclosed above into equivalent embodiments without departing from the scope of the technical solution of the present invention. However, any brief modifications, equivalent changes and modifications made to the above embodiments based on the technical essence of the present invention without departing from the content of the technical solution of the present invention are still within the scope of the technical solution of the present invention.

Claims

1. A method for integrally erecting large sections of super-large and super-heavy steel beam barges for a cross-sea bridge, characterized in that: The following steps are involved: Step 1: Carry out the construction of access roads and docks, prepare water and electricity for construction, and complete construction preparations; Step 2: Build the platform first, then set up cofferdams at each pier to complete the foundation construction; Step 3: Carry out main tower construction; Step 4: Carry out the construction of the cross beam under the main tower, then set up a top-pushing slideway on the cross beam of the main tower along the longitudinal direction of the bridge, assemble the left side span steel beam bracket on the left side span, and set up the right side span steel beam sliding bracket and steel beam top-pushing temporary pier on the right side span; Step 5: Complete the assembly of the steel beams of the left side span, carry out the construction of the steel box beam of the left side span, and then complete the construction of the steel box beam of the right side span by jacking; Step 6: Assemble the steel box girder on the top of the main tower, connect the steel box girder on the top of the main tower with the steel box girder on the same side span, and set up a beam erection crane at one end of the steel box girder on both sides close to the center of the bridge; Step 7: Use a beam-erecting crane to construct the mid-span steel box girder using the cantilever assembly method.

2. The method for integrally erecting large sections of super-large and super-heavy steel beam barges for a cross-sea bridge according to claim 1 is characterized in that: The main tower construction in step three also includes: firstly casting the tower column root, and then extending upward on the basis of the root using a climbing formwork method to complete the main tower construction.

3. The method for integrally erecting large sections of super-large and super-heavy steel beam barges for a cross-sea bridge according to claim 1 is characterized in that: The step 2 also includes: after the platform construction is completed, the integral double-walled steel cofferdam is hoisted to the designed position by a floating crane, the double-walled steel cofferdam is hoisted as a whole and lowered to pour the bottom concrete before the foundation construction.

4. The method for integrally erecting large sections of super-large and super-heavy steel beam barges for a cross-sea bridge according to claim 1 is characterized in that: It also includes step eight: observing and adjusting the vertical elevation, plane position and inclination of the joint, adjusting the main beams on both sides, and completing the middle span joint after three-way matching.

5. The method for integrally erecting large sections of super-large and super-heavy steel beam barges for a cross-sea bridge according to claim 1 is characterized in that: It also includes step nine: completing the bridge deck paving and installing the auxiliary structures on the surface of the steel box girder.

6. According to the method for integrally erecting large sections of super-large and super-heavy steel beam barges for a cross-sea bridge according to claim 5, the step nine further comprises: After the installation of the auxiliary structures is completed, the cable tension of the entire bridge will be adjusted and the load test of the completed bridge will be carried out. After the test is passed, the project will be handed over for acceptance.

7. The method for integrally erecting large sections of super-large and super-heavy steel beam barges for a cross-sea bridge according to claim 1 is characterized in that: The step four also includes: when constructing the assembling bracket of the left side span steel beam, bored cast-in-place piles are used as the foundation, steel pipe piles are installed on the bored cast-in-place piles, the steel pipe piles are connected as a whole by a connecting system, a transverse distribution beam is installed on the top of the steel pipe pile, a slide beam is installed on the top of the transverse distribution beam, and the slider is installed on the slide beam.

8. The method for integrally erecting large sections of super-large and super-heavy steel beam barges for a cross-sea bridge according to claim 1 is characterized in that: The step six of joining the steel box girder at the top of the main tower with the steel box girder at the same side span also includes: assembling the steel box girder at the top of the left middle span pier, setting up two sets of beam erection cranes, symmetrically hanging the first layer of inclined cables to connect the steel box girder at the top of the left middle span pier with the main tower, erecting the steel box girder at the left main span, and sequentially hanging inclined cables until the side spans are joined.

9. The method for integrally erecting large sections of super-large and super-heavy steel beam barges for a cross-sea bridge according to claim 1 is characterized in that: The step five also includes: first measuring the weight m of the steel box girder, and then calculating the pushing speed v of the steel box girder, wherein v=m0 / m×v0, m0 is the reference weight of the steel girder calculated in advance by the operator, and v0 is the standard speed of the steel girder calculated in advance by the operator; then, when the pushing slide pushes the steel box girder and the guide beam to the right bank, the pushing speed is adjusted to v.

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