CN116043692A - Construction method suitable for girder of cable-stayed bridge of steel box-concrete part - Google Patents

Abstract

The invention provides a construction method suitable for a main girder of a cable-stayed bridge with a steel box-concrete part, which comprises the following steps: s1, constructing a main pier 0# block; s2, constructing a beam section of 1# to 5# and a beam section of 1 '-5'; s3, constructing a beam section with a cable area 6# to 14# and a beam section with a cable area 6 '# to 14'; s4, constructing a 15# beam section concrete main beam in a cable zone, and constructing a 16' -side span beam section and a 16-1# midspan main beam in a steel-concrete combined section in a cable zone; s6, constructing a main beam of a cast-in-situ straight line section 18 '-side span and a steel-concrete combined section 16-2' -middle span; s7, constructing a side span closure section 17' and a steel box transition section midspan girder, and constructing the S8 and the steel box girder midspan. The invention can solve the problem that the large hanging basket bottom basket system cannot pass through the auxiliary pier during cantilever pouring, and the large hanging basket has the maximum construction section length of 8m, the construction speed is high, and the large hanging basket is transformed into the bridge deck crane, so that the investment is saved.

Description

Construction method suitable for girder of cable-stayed bridge of steel box-concrete part

Technical Field

The invention mainly relates to the technical field related to bridge construction, in particular to a construction method suitable for a girder of a cable-stayed bridge of a steel box-concrete part.

Background

For the construction of the girder of the cable-stayed bridge of the steel box-concrete part, the prior method generally comprises the following steps: and cantilever pouring is carried out on the concrete girder by adopting a conventional diamond hanging basket or a triangular hanging basket, and the length of each section is 4m. The conventional method of the steel box girder comprises the steps of firstly, erecting an assembly platform in water, hoisting a steel box girder block section to the assembly platform by adopting a large-scale floating crane, and then performing welding construction; and the second conventional method is to use a special bridge deck crane for hoisting and constructing in a matched manner.

The prior method has the following problems in the actual construction process: when cantilever pouring is carried out by adopting a conventional diamond hanging basket or a triangular hanging basket, liang Duanchang degrees are limited, the suspension pouring times of a concrete main beam are high, the hanging basket is in conflict with an auxiliary pier support during construction to an auxiliary pier, the hanging basket is required to be refitted, the problems that the difficulty of erecting a bracket in water is high, the safety risk is high, the normal passing of a channel is influenced, large-scale floating crane equipment is required to be configured, the assembly precision of the steel box girder is influenced by water flow, the one-time investment of a bridge deck crane is large, the assembly period is long and the like exist during construction of the steel box girder by adopting a conventional method.

Disclosure of Invention

In order to solve the defects of the prior art, the invention combines the prior art, and provides a construction method suitable for a girder of a cable-stayed bridge of a steel box-concrete part from practical application, which has the advantages that the construction speed of the concrete girder is high, the construction conflict with the construction of an auxiliary pier is avoided, the steel box girder is transformed into a bridge deck crane by adopting a cantilever bridge fabrication machine, the erection of an assembly bracket in water and the configuration of large-scale floating crane equipment are avoided, the assembly precision is reduced to be influenced by water flow, the assembly time is shortened, and the one-time investment of the bridge deck crane is reduced.

In order to achieve the above purpose, the technical scheme of the invention is as follows:

a construction method suitable for a girder of a cable-stayed bridge of a steel box-concrete part comprises the following steps:

s1, constructing a main pier 0# block;

s2, constructing beam sections of No. 1-No. 5 and No. 1' -No. 5 of the lasso zone, wherein the construction comprises symmetrically installing large hanging brackets on two sides and sequentially and symmetrically pouring corresponding beam sections on the large hanging brackets;

s3, constructing beam sections of 6# to 14# and 6 '-14' -in the cable areas, wherein corresponding beam sections are symmetrically poured on the large hanging basket in sequence, and corresponding inhaul cables are symmetrically installed;

s4, constructing a 15# beam section concrete main beam with a cable zone, wherein the construction comprises the steps of dismantling a large-span hanging blue bottom rail, erecting a cast-in-situ bracket, erecting a cast-in-situ side span 15' block of the bracket, symmetrically hanging a 15# block of a middle span, and symmetrically installing corresponding cables;

s5, constructing a side span beam section with a rope region 16 'and a steel-concrete combined section 16-1# midspan main beam, wherein a midspan side hanging basket is modified into a bridge deck crane, a steel box beam of a steel-concrete combined region part in a cantilever hoisting midspan 16-1#, suspended casting 16-1#, side span 16-1#, 16-2' -block concrete and a tensioning anchoring prestressed steel beam;

s6, constructing a main beam of a cast-in-situ straight line section 18 '-side span and a steel-concrete combined section 16-2' -middle span;

s7, constructing a side span closure section 17' and a middle span girder of a steel box transition section, wherein the construction comprises the steps of pouring the side span closure section by utilizing a bracket, dismantling a side span cast-in-situ section bracket, dismantling a side span side hanging basket, advancing a large hanging basket of the middle span steel-concrete transition section, hoisting the steel box transition section in place, advancing a bridge deck crane, and symmetrically installing corresponding inhaul cables;

s8, constructing a middle span of the steel box girder, wherein the construction comprises the steps of hoisting each steel box section and the steel box girder of the middle span closure section into position;

s9, secondary cable adjusting construction, which comprises pouring of a concrete bridge deck on the top surface of the steel box girder, secondary cable tensioning and cable adjusting and static and dynamic load test.

Further, the step S1 specifically includes:

s11, temporarily consolidating pier construction;

s22, erecting a 0# steel pipe bracket and prepressing;

s23, constructing a 0# block on the bracket, and tensioning the prestressed steel bundles;

s24, dismantling the 0# block steel pipe support.

Further, the step S2 specifically includes:

s21, symmetrically installing large hanging baskets on two sides and prepressing;

s22, symmetrically pouring a #1 beam section and a #1 beam section on the large hanging basket, tensioning and anchoring the prestressed steel beam, and advancing the large hanging basket;

s23, repeating the step S22 to finish construction of the beam sections of No. 2-No. 5 and No. 2 '-No. 5';

s24, finishing the construction of the residual tower column and the middle cross beam while finishing the construction of the 5# beam section and the 5' beam section.

Further, the step S3 specifically includes:

s31, symmetrically pouring 6# beam sections and 6' -beam sections, tensioning and anchoring the prestressed steel bundles, and advancing the large hanging basket;

s32, symmetrically installing and tensioning corresponding inhaul cables;

s33, repeating the steps to finish construction of the 7# to 14# beam sections and 7 '-14' beam sections and corresponding inhaul cables.

Further, the step S4 specifically includes:

s41, removing the bottom blue of the large side span hanging basket, and erecting a cast-in-situ bracket of the 15 ' -H, 16-1 ' -H and 16-2 ' -H beam section of the side span;

s42, installing a 16# auxiliary pier permanent support and a 19# auxiliary pier permanent support, wherein a side span 15 'block and a symmetrical suspension casting midspan 15# block are cast in situ by a support, a counterweight is needed to be arranged on the side span 14' block before the suspension casting midspan 15# block, a prestressed steel beam is tensioned and anchored, a large hanging basket is moved forwards, and the side span side large hanging basket is moved and then used as a temporary load counterweight;

s43, symmetrically installing and tensioning corresponding inhaul cables;

s44, pouring the balance weight iron sand concrete of the side span 15' -beam section.

Further, the step S5 specifically includes:

s51, refitting the side hanging basket of the middle span into a bridge deck crane, and dismantling a basket bottom basket system, a template system, a suspension system and a front upper beam during refitting, and installing a bridge deck crane beam bearing system, a crane suspension system and a lifting appliance system;

s52, suspending a steel box girder of a steel-concrete joint area part in a middle span 16-1 'block by a cantilever, suspending and pouring the Duan Hunning soil of the 16-1' beam and the concrete of the 16-1 'and 16-2' blocks of the side span by a bracket, and tensioning and anchoring the prestressed steel bundles;

s53, pouring the balance weight iron sand concrete of the side span 16-1 'and 16-2' beam section.

Further, the step S6 specifically includes:

s61, suspending and casting span 16-2# block beams Duan Hunning soil, and tensioning and anchoring the prestressed steel bundles;

s62, installing a beam end permanent support, and locking longitudinal displacement of the beam end support;

s63, pouring side span cast-in-situ section concrete.

Further, the step S7 specifically includes:

s71, installing temporary locking measures of the side span closure section after the strength of the side span cast-in-situ section concrete meets the requirement;

s72, pouring a side span closure section by using a bracket, releasing the longitudinal locking of the side pier support, and tensioning and anchoring a side span steel beam;

s73, opposite side span 13 ', 14', 17 ', 18' beam section counterweight iron sand concrete;

s74, dismantling a side span cast-in-situ section bracket, dismantling a side span side hanging basket, and advancing a large hanging basket of a middle span steel-concrete transition section;

s75, hoisting the transition section of the steel box into position, and pouring the filling concrete;

s76, tensioning and anchoring prestressed steel bundles at the steel-concrete transition section, advancing the mid-span bridge deck crane, and symmetrically installing tensioning cables.

Further, step S8 specifically includes:

s81, hoisting the steel box section I into position, advancing the bridge deck crane, and installing a tensioning cable;

s82, hoisting the steel box section II in place, advancing the bridge deck crane, and installing a tensioning cable;

s83, hoisting the steel box section III into position;

s84, hoisting the midspan closure section steel box girder into position;

s85, removing the temporary anchor pier of the main tower, and converting the temporary support into a permanent support to complete system conversion.

Further, step S9 specifically includes:

s91, pouring a concrete bridge deck on the top surface of the steel box girder;

s92, tensioning the cable for the second time, and adjusting the line shape;

s93, pouring the pier caps of the rest bridge approach parts of the side piers, and constructing a bridge deck system;

s94, static and dynamic load test.

The invention has the beneficial effects that:

the concrete main beam is constructed by adopting a large-section method, so that the construction progress can be accelerated, the construction period can be shortened, the cantilever casting lengths of the beam sections from 6# to 14# and from 6# to 14# are 8m, and the cantilever casting times can be reduced.

The 15 ', 16-1 ' and 16-2 ' beam sections are constructed by a bracket cast-in-situ method, so that the problem of conflict between hanging basket walking and auxiliary pier supporting seats is solved, and the construction progress is accelerated.

The cantilever bridge fabrication machine adopting the girder suspension casting construction is transformed into the bridge deck crane, so that the production of partial components can be reduced, and the on-site assembly time is shortened.

The bridge deck crane is adopted for auxiliary assembly operation, so that an assembly platform is prevented from being erected in water, the construction difficulty is reduced, and the channel occupation time is shortened.

The bridge deck crane is adopted for assisting in hoisting operation, so that large-scale floating crane equipment is prevented from being put into operation, the large-scale equipment is reduced, and the safety risk is reduced.

The bridge deck crane is fixed on the beam section of which the construction is completed, so that the influence of water in the construction of adopting a floating crane for hoisting is reduced, and the assembly precision is improved.

Drawings

FIG. 1 is a flow chart of the construction method of the invention.

Fig. 2 is a corresponding structural diagram of the construction step S1 of the present invention.

Fig. 3 is a corresponding structural diagram of the construction step S2 of the present invention.

Fig. 4 is a diagram corresponding to the construction step S3 of the present invention.

Fig. 5 is a diagram corresponding to the construction step S4 of the present invention.

Fig. 6 is a diagram corresponding to the construction step S5 of the present invention.

Fig. 7 is a diagram corresponding to the construction step S6 of the present invention.

Fig. 8 is a diagram corresponding to the construction step S7 of the present invention.

Fig. 9 is a corresponding structural diagram of the construction step S8 of the present invention.

Fig. 10 is a diagram corresponding to the construction step S9 of the present invention.

FIG. 11 is a first structural view of the cradle of the present invention prior to modification.

FIG. 12 is a second block diagram of the basket of the present invention prior to modification.

Fig. 13 is a diagram of a first bridge deck crane construction after modification of the invention.

Fig. 14 is a second construction diagram of the bridge deck crane after modification of the invention.

Detailed Description

The invention will be further described with reference to the accompanying drawings and specific embodiments. It is to be understood that these examples are illustrative of the present invention and are not intended to limit the scope of the present invention. Further, it will be understood that various changes or modifications may be made by those skilled in the art after reading the teachings of the invention, and such equivalents are intended to fall within the scope of the invention as defined herein.

The embodiment of the invention provides a construction method suitable for a girder of a cable-stayed bridge with a steel box-concrete part, which can solve the problem that a large hanging basket bottom basket system cannot pass through an auxiliary pier during cantilever pouring, has a maximum construction section length of 8m, has high construction speed, and is transformed into a bridge deck crane, so that the investment is saved.

As shown in FIG. 1, the construction method is a main construction flow of the construction method, and specifically comprises the following steps.

(1) And constructing a main pier 0# block as shown in fig. 2.

(1) And (5) temporarily consolidating pier construction.

(2) Erecting a 0# steel pipe bracket and prepressing.

(3) And constructing a 0# block on the bracket, and tensioning the prestressed steel bundles.

(4) And (5) dismantling the 0# block steel pipe bracket.

(2) And constructing the beam sections of No. 1 to No. 5 of the lasso areas, as shown in fig. 3.

(1) Cantilever bridge fabrication machines (large hanging baskets) on two sides are symmetrically arranged and pre-pressed.

(2) And symmetrically pouring a 1# (1' - #) beam section on the large hanging basket, tensioning and anchoring the prestressed steel beam, and advancing the large hanging basket.

(3) And (3) repeating the step (2) to finish construction of the beam sections from 2# (2 ') to 5# (5').

(4) And finishing the construction of the residual tower column and the middle cross beam while finishing the construction of the 5# beam section (5' -beam section).

(3) And the construction of the concrete main beam with the cable areas 6# to 14# beam section is shown in fig. 4.

(1) Symmetrically pouring a 6# beam section (6' - # beam section), tensioning and anchoring the prestressed steel bundles, and advancing the large hanging basket.

(2) And symmetrically installing and tensioning the inhaul cables B1, Z1, B1 'and Z1'.

(3) Repeating the steps to finish the construction of the 7# (7 ') -14# (14')beamsection and the inhaul cables of B2 to B9, Z2 to Z9, B2 'to B9' and Z2 'to Z9'.

The concrete main beam is constructed by adopting a large-section method, so that the construction progress can be accelerated, the construction period can be shortened, the cantilever casting lengths of the # beam sections from 6# to 14# and from 6 'to 14' are all 8m, and the cantilever casting times are reduced.

(4) And constructing the 15# beam section concrete main beam with the cable zone, as shown in fig. 5.

(1) Removing the bottom blue of the large side span hanging basket, and erecting a cast-in-situ bracket of the 15 ' - #, 16-1 ' -and 16-2 ' -beam sections of the side span.

(2) Installing a permanent support of the 16# auxiliary pier and the 19# auxiliary pier, casting a side span 15 '-block/a symmetrical suspended pouring midspan 15' -block in a cast-in-situ manner, arranging a counterweight on the side span 14 '-block before suspending the midspan 15' -block, tensioning and anchoring the prestressed steel bundles, and moving the large hanging basket forwards (taking the side span side large hanging basket as a temporary load counterweight after moving).

(3) And symmetrically installing and tensioning the inhaul cables B10, Z10, B10 'and Z10'.

(4) Pouring side span 15' -beam section counterweight iron sand concrete.

(5) The girder construction of the girder section (side span) with the rope zone 16' and the steel-concrete combination section 16-1# (middle span) is shown in fig. 6.

(1) The mid-span side hanging basket is refitted into a bridge deck crane.

(2) Cantilever hoisting of 3.25m steel box girders of a steel-concrete joint area part in a midspan 16-1#, cantilever casting of 16-1# girder section (4 m) concrete/bracket casting of side span 16-1#, 16-2#, and tensioning and anchoring of prestressed steel bundles.

(3) Pouring the balance weight iron sand concrete of the side span 16-1 'and 16-2' beam section.

The 15 ', 16-1 ' and 16-2 ' beam sections are constructed by a bracket cast-in-situ method, so that the problem of conflict between hanging basket walking and auxiliary pier supporting seats is solved, and the construction progress is accelerated.

In the step (1) of the present embodiment, as shown in fig. 11 and 12, the original basket hanging structure mainly includes a front upper beam 1, a suspension system 2, an outer mold system 3, a bottom bracket system 4, an inner mold system 5, and the like. After being modified into a bridge deck crane, the structure diagram is shown in fig. 13 and 14.

During reconstruction, the cantilever bridge fabrication machine bottom basket system 4, the template system (the outer mold system 3 and the inner mold system 5), the suspension system 2 and the front upper beam 1 are mainly dismantled, and the bridge deck crane beam bearing system 7, the crane suspension system 6 and the lifting appliance system 8 are installed. The cantilever bridge fabrication machine has reserved main truss system, traveling system, back anchor system after reforming, improved traveling system and back anchor system's anchor mode in the steel box girder scope, the bridge floor crane who reforms transform can satisfy steel box girder hoist and mount construction needs, has reduced the expense input and the time of assembling of bridge floor crane overall processing simultaneously.

Meanwhile, the cantilever bridge fabrication machine adopting the girder suspension casting construction is transformed into the bridge deck crane, so that the production of partial components can be reduced, and the on-site assembly time is shortened; the bridge deck crane is adopted for auxiliary assembly operation, so that an assembly platform is prevented from being erected in water, the construction difficulty is reduced, and the channel occupation time is reduced; the bridge deck crane is adopted for assisting in hoisting operation, so that large-scale floating crane equipment is prevented from being input, the input of the large-scale equipment is reduced, and the safety risk is reduced; the bridge deck crane is fixed on the beam section of which the construction is completed, so that the influence of water in the construction of adopting a floating crane for hoisting is reduced, and the assembly precision is improved.

(6) Cast-in-situ straight line section 18' (side span) and steel-concrete combined section 16-2# (middle span) girder construction are carried out, as shown in fig. 7.

(1) Suspension casting of midspan 16-2# block (3 m) beam section concrete; and tensioning the anchored prestressed steel bundles.

(2) And (5) installing a beam end permanent support, and locking the longitudinal displacement of the beam end support.

(3) And pouring side span cast-in-situ section concrete.

(7) Side span closure section 17' and steel box transition section (midspan) main girder construction is shown in fig. 8.

(1) And after the strength of the side span cast-in-situ section concrete meets the requirement, installing temporary locking measures (a stiff framework) of the side span closure section.

(2) And pouring the side span closure section by using the bracket, releasing the longitudinal locking of the side pier support, and tensioning and anchoring the side span steel bundles.

(3) Counter-span 13 ', 14', 17 ', 18' beam section balance weight iron sand concrete.

(4) Removing the side span cast-in-situ section support, removing the side span side hanging basket, and moving forward the large hanging basket of the middle span steel-concrete transition section.

(5) And (5) hoisting the steel box transition section (steel box section) in place, and pouring the filling concrete.

(6) Tensioning the prestressed steel bundles of the anchoring steel-concrete transition section, advancing the mid-span bridge deck crane, and symmetrically installing tensioning B11, Z11, B11 'and Z11' inhaul cables.

(8) The steel box girder (midspan) is constructed as shown in fig. 9.

(1) Hoisting the steel box section 1 (8.5 m) into position, advancing the bridge deck crane, and installing the tension cables B12, Z12, B12 'and Z12'.

(2) And (3) hoisting the steel box section 2 (10 m) in place, advancing the bridge deck crane, and installing tension cables B13, Z13, B13 and Z13.

(3) The steel box section 3 (10 m) is hoisted into place.

(4) And hoisting the midspan closure section steel box girder (10) into position.

(5) And removing the temporary anchoring pier of the main tower, and converting the temporary support into a permanent support to complete the system conversion.

(9) And carrying out secondary cable adjusting construction, as shown in fig. 10.

(1) And pouring a concrete bridge deck on the top surface of the steel box girder.

(2) And tensioning the adjusting rope for the second time, and adjusting the line shape.

(3) Pouring the pier caps of the rest bridge approach parts of the side piers, and constructing a bridge deck system.

(4) Static and dynamic load test.

Claims (10)

1. The construction method suitable for the main girder of the cable-stayed bridge of the steel box-concrete part is characterized by comprising the following steps of:

s1, constructing a main pier 0# block;

s2, constructing beam sections of No. 1-No. 5 and No. 1' -No. 5 of the lasso zone, wherein the construction comprises symmetrically installing large hanging brackets on two sides and sequentially and symmetrically pouring corresponding beam sections on the large hanging brackets;

s3, constructing beam sections of 6# to 14# and 6 '-14' -in the cable areas, wherein corresponding beam sections are symmetrically poured on the large hanging basket in sequence, and corresponding inhaul cables are symmetrically installed;

s4, constructing a 15# beam section concrete main beam with a cable zone, wherein the construction comprises the steps of dismantling a large-span hanging blue bottom rail, erecting a cast-in-situ bracket, erecting a cast-in-situ side span 15' block of the bracket, symmetrically hanging a 15# block of a middle span, and symmetrically installing corresponding cables;

s5, constructing a side span beam section with a rope region 16 'and a steel-concrete combined section 16-1# midspan main beam, wherein a midspan side hanging basket is modified into a bridge deck crane, a steel box beam of a steel-concrete combined region part in a cantilever hoisting midspan 16-1#, suspended casting 16-1#, side span 16-1#, 16-2' -block concrete and a tensioning anchoring prestressed steel beam;

s6, constructing a main beam of a cast-in-situ straight line section 18 '-side span and a steel-concrete combined section 16-2' -middle span;

s7, constructing a side span closure section 17' and a middle span girder of a steel box transition section, wherein the construction comprises the steps of pouring the side span closure section by utilizing a bracket, dismantling a side span cast-in-situ section bracket, dismantling a side span side hanging basket, advancing a large hanging basket of the middle span steel-concrete transition section, hoisting the steel box transition section in place, advancing a bridge deck crane, and symmetrically installing corresponding inhaul cables;

s8, constructing a middle span of the steel box girder, wherein the construction comprises the steps of hoisting each steel box section and the steel box girder of the middle span closure section into position;

s9, secondary cable adjusting construction, which comprises pouring of a concrete bridge deck on the top surface of the steel box girder, secondary cable tensioning and cable adjusting and static and dynamic load test.

2. The construction method for the main girder of the cable-stayed bridge of the steel box-concrete part according to claim 1, wherein the step S1 specifically comprises:

s11, temporarily consolidating pier construction;

s22, erecting a 0# steel pipe bracket and prepressing;

s23, constructing a 0# block on the bracket, and tensioning the prestressed steel bundles;

s24, dismantling the 0# block steel pipe support.

3. The construction method for the main girder of the cable-stayed bridge of the steel box-concrete part according to claim 1, wherein the step S2 specifically comprises:

s21, symmetrically installing large hanging baskets on two sides and prepressing;

s22, symmetrically pouring a #1 beam section and a #1 beam section on the large hanging basket, tensioning and anchoring the prestressed steel beam, and advancing the large hanging basket;

s23, repeating the step S22 to finish construction of the beam sections of No. 2-No. 5 and No. 2 '-No. 5';

s24, finishing the construction of the residual tower column and the middle cross beam while finishing the construction of the 5# beam section and the 5' beam section.

4. The construction method for the main girder of the cable-stayed bridge of the steel box-concrete part according to claim 1, wherein the step S3 specifically comprises:

s31, symmetrically pouring 6# beam sections and 6' -beam sections, tensioning and anchoring the prestressed steel bundles, and advancing the large hanging basket;

s32, symmetrically installing and tensioning corresponding inhaul cables;

s33, repeating the steps to finish construction of the 7# to 14# beam sections and 7 '-14' beam sections and corresponding inhaul cables.

5. The construction method for the main girder of the cable-stayed bridge of the steel box-concrete part according to claim 1, wherein the step S4 specifically comprises:

s41, removing the bottom blue of the large side span hanging basket, and erecting a cast-in-situ bracket of the 15 ' -H, 16-1 ' -H and 16-2 ' -H beam section of the side span;

s42, installing a 16# auxiliary pier permanent support and a 19# auxiliary pier permanent support, wherein a side span 15 'block and a symmetrical suspension casting midspan 15# block are cast in situ by a support, a counterweight is needed to be arranged on the side span 14' block before the suspension casting midspan 15# block, a prestressed steel beam is tensioned and anchored, a large hanging basket is moved forwards, and the side span side large hanging basket is moved and then used as a temporary load counterweight;

s43, symmetrically installing and tensioning corresponding inhaul cables;

s44, pouring the balance weight iron sand concrete of the side span 15' -beam section.

6. The construction method for the main girder of the cable-stayed bridge of the steel box-concrete part according to claim 1, wherein the step S5 specifically comprises:

s51, refitting the side hanging basket of the middle span into a bridge deck crane, and dismantling a basket bottom basket system, a template system, a suspension system and a front upper beam during refitting, and installing a bridge deck crane beam bearing system, a crane suspension system and a lifting appliance system;

s52, suspending a steel box girder of a steel-concrete joint area part in a middle span 16-1 'block by a cantilever, suspending and pouring the Duan Hunning soil of the 16-1' beam and the concrete of the 16-1 'and 16-2' blocks of the side span by a bracket, and tensioning and anchoring the prestressed steel bundles;

s53, pouring the balance weight iron sand concrete of the side span 16-1 'and 16-2' beam section.

7. The method for constructing a main girder of a cable-stayed bridge for a steel box-concrete part according to claim 1, wherein the step S6 specifically comprises:

s61, suspending and casting span 16-2# block beams Duan Hunning soil, and tensioning and anchoring the prestressed steel bundles;

s62, installing a beam end permanent support, and locking longitudinal displacement of the beam end support;

s63, pouring side span cast-in-situ section concrete.

8. The method for constructing a main girder of a cable-stayed bridge for a steel box-concrete part according to claim 1, wherein the step S7 specifically comprises:

s71, installing temporary locking measures of the side span closure section after the strength of the side span cast-in-situ section concrete meets the requirement;

s72, pouring a side span closure section by using a bracket, releasing the longitudinal locking of the side pier support, and tensioning and anchoring a side span steel beam;

s73, opposite side span 13 ', 14', 17 ', 18' beam section counterweight iron sand concrete;

s74, dismantling a side span cast-in-situ section bracket, dismantling a side span side hanging basket, and advancing a large hanging basket of a middle span steel-concrete transition section;

s75, hoisting the transition section of the steel box into position, and pouring the filling concrete;

s76, tensioning and anchoring prestressed steel bundles at the steel-concrete transition section, advancing the mid-span bridge deck crane, and symmetrically installing tensioning cables.

9. The method for constructing a main girder of a cable-stayed bridge for a steel box-concrete part according to claim 1, wherein the step S8 specifically comprises:

s81, hoisting the steel box section I into position, advancing the bridge deck crane, and installing a tensioning cable;

s82, hoisting the steel box section II in place, advancing the bridge deck crane, and installing a tensioning cable;

s83, hoisting the steel box section III into position;

s84, hoisting the midspan closure section steel box girder into position;

s85, removing the temporary anchor pier of the main tower, and converting the temporary support into a permanent support to complete system conversion.

10. The method for constructing a main girder of a cable-stayed bridge for a steel box-concrete part according to claim 1, wherein the step S9 specifically comprises:

s91, pouring a concrete bridge deck on the top surface of the steel box girder;

s92, tensioning the cable for the second time, and adjusting the line shape;

s93, pouring the pier caps of the rest bridge approach parts of the side piers, and constructing a bridge deck system;

s94, static and dynamic load test.

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