CN111893889A - Main bridge closure section construction method - Google Patents
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- CN111893889A CN111893889A CN202010681419.3A CN202010681419A CN111893889A CN 111893889 A CN111893889 A CN 111893889A CN 202010681419 A CN202010681419 A CN 202010681419A CN 111893889 A CN111893889 A CN 111893889A
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Abstract
A construction method for a main bridge closure section belongs to the technical field of building construction. The construction method comprises a Pm10-Pm11 side span closure segment, a Pm12-Pm13 side span closure segment and a middle span closure segment, wherein the Pm10-Pm11 side span closure segment adopts a floor type support as a closure segment construction support, the Pm12-Pm13 side span closure segment adopts a hanging basket as a closure segment construction support, and the middle span closure segment adopts a hanging basket as a closure segment construction support; the closure sequence of the construction method of the closure section of the main bridge continuous beam is as follows: the Pm10-Pm11 side span closure segment and the Pm12-Pm13 side span closure segment are closed, then the temporary consolidation is removed, and the middle span closure segment is closed afterwards. The invention adopts the formwork support system, the construction process is mature, the precision is easy to control, and the integral line type of the bridge is ensured; the side span closure section bracket and the side span cast-in-place section bracket are connected into a whole, so that the system is stable and the construction safety is high; the side span closure section adopts a floor bowl buckle support system, and is erected simultaneously with a side span cast-in-place section support, and the bottom belly template and the flange plate template can also be installed simultaneously with the side span cast-in-place section, so that the construction time is shortened, and the construction efficiency is improved.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a construction method of a main bridge closure section.
Background
In the existing main bridge continuous beam construction process, a side span closure section and a mid-span closure section support system adopt a hanger process, the bottom elevation and the plane position of a bottom abdomen template and a flange plate template are not easy to control in construction, the construction precision is ensured, and the integral line type of a bridge is ensured; and the stability is low; in addition, a hanger process system and a side span cast-in-place section support cannot be erected at the same time, a bottom belly template and a flange plate template cannot be installed at the same time with the side span cast-in-place section, and construction efficiency is reduced.
Disclosure of Invention
Aiming at the problems in the prior art, the invention aims to provide the construction method of the closure section of the continuous beam of the main bridge, which has high construction precision, good stability and short construction period.
The invention provides the following technical scheme: a main bridge closure segment construction method is characterized by comprising Pm10-Pm11 side span closure segment construction, Pm12-Pm13 side span closure segment construction and mid-span closure segment construction, wherein the Pm10-Pm11 side span closure segment adopts a floor type support as a closure segment construction support, the Pm12-Pm13 side span closure segment adopts a hanging basket as a closure segment construction support, and the mid-span closure segment adopts a hanging basket as a closure segment construction support;
the closure sequence of the construction method for the closure section of the main bridge continuous beam is as follows: folding the Pm10-Pm11 side span closure segment and the Pm12-Pm13 side span closure segment, then removing temporary consolidation, and folding the middle span closure segment afterwards;
the main bridge closure segment construction method is characterized in that the Pm10-Pm11 side span closure segment construction comprises the following specific construction steps:
1) after construction of a side span cast-in-place beam section of Pm10-Pm11 is completed, after construction of a cantilever beam block is completed, the hanging basket retreats, and a floor type bowl buckle support is erected at the side span closure section position to serve as a closure section construction support system;
2) measuring the beam bottom elevation of the adjacent beam sections of the side span closure section, wherein the height difference is not more than 20mm, and then adjusting the bottom die and the outer side die;
3) installing a stiff framework at the closure position, temporarily locking the closure section, and simultaneously welding the supports of the stiff framework during locking; in order to reduce the locking time, one side of the steel support is welded before locking, the other side of the steel support is welded during locking, and the center line and the elevation are adjusted before locking;
4) binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline;
5) pouring concrete: the pouring temperature is within a design allowable range, when concrete is poured, a blanking hole is reserved on the inner top die and is conveyed to the bottom plate, and after the concrete is poured, the web plate and the top plate are poured;
6) tensioning the steel bundles at the side span closure segment in two batches, tensioning SBw 1-SBw 3 and STw2 steel bundles in time after the concrete at the closure segment reaches 85% of the design strength, and removing the temporary consolidation of the middle pier after tensioning is finished; when the concrete strength reaches 100% of a design value, the elastic modulus reaches 90% of the design strength, and the age is not less than 7 days, tensioning the residual side span closure bundles SBw 4-SBw 5 and STw 1; and after the steel bundles of the side span closure section are completely tensioned, removing the side span cast-in-place support system to form a single cantilever structure.
The main bridge closure segment construction method is characterized in that the Pm12-Pm13 side span closure segment construction comprises the following specific construction steps:
1) after construction of a side span cast-in-place beam section of Pm12-Pm13 is completed, after construction of a cantilever beam block is completed, the hanging basket retreats, and a floor type bowl buckle support is erected at the side span closure section position to serve as a closure section construction support system;
2) measuring the beam bottom elevation of the adjacent beam sections of the side span closure section, wherein the height difference is not more than 20mm, and then adjusting the bottom die and the outer side die;
3) installing a stiff framework at the closure position, temporarily locking the closure section, simultaneously welding the supports of the stiff framework during locking, welding one side of a steel support before locking in order to reduce the locking time, welding the other side of the steel support during locking, and adjusting a central line and an elevation before locking;
4) binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline;
5) before concrete is poured, a counterweight water tank is arranged at a preset position of the middle span beam end;
6) pouring concrete: the pouring temperature is within a design allowable range, when concrete is poured, a blanking hole is reserved on the inner top die and is conveyed to the bottom plate, and after the concrete is poured, the web plate and the top plate are poured;
7) tensioning the steel bundles at the side span closure segment in two batches, tensioning SBw 1-SBw 3 and STw2 steel bundles in time after the concrete at the closure segment reaches 85% of the design strength, and removing the temporary consolidation of the middle pier after tensioning is finished; when the concrete strength reaches 100% of a design value, the elastic modulus reaches 90%, and the age is not less than 7 days, tensioning the residual side span closure bundles SBw 4-SBw 5 and STw 1; and after the steel bundles of the side span closure section are completely tensioned, removing the side span cast-in-place support system to form a single cantilever structure.
The construction method of the main bridge closure segment is characterized in that the construction of the mid-span closure segment comprises the following specific construction steps:
1) the construction of the side span cast-in-place beam section is completed, after the construction of the cantilever beam block is completed, the hanging basket moves forward, and the hanging basket is adopted as a construction support system of the closure section at the position of the mid-span closure section;
2) after the Pm10-Pm11 and Pm12-Pm13 side span closure segments are tensioned, the side span hanging basket bottom die is disassembled, and the hanging basket main truss is retracted;
3) removing the temporary consolidation of the main pier; then measuring the beam bottom elevation of the adjacent beam section of the mid-span closure section, and adjusting the bottom die and the outer die when the height difference is not more than 20 mm; when the mid-span closure difference is greater than 20mm, applying stowage on the high-side suspended casting section, back-pressing the closure difference of the closure section to be within a design requirement range, and then adjusting the bottom die and the outer side die;
4) installing a stiff framework at the closure position, temporarily locking the closure section, simultaneously welding the supports of the stiff framework during locking, welding one side of a steel support before locking in order to reduce the locking time, welding the other side of the steel support during locking, and adjusting a central line and an elevation before locking;
5) binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline;
6) before the concrete is poured in the closure section, a counterweight water tank is arranged at a preset position of the middle span beam end;
7) pouring concrete: the pouring temperature is within a design allowable range, when concrete is poured, a blanking hole is reserved on the inner top die and is conveyed to the bottom plate, and after the concrete is poured, the web plate and the top plate are poured; when pouring, the weight is gradually removed;
8) after concrete pouring is finished, watering and maintaining; the mid-span closure steel bundles are tensioned in two batches, the MB 1-MB 3, MT1 and MT2 steel bundles are tensioned in time after the design strength of the closure section concrete reaches 85%, the concrete strength reaches 100% of the design value, the elastic die reaches 90% of the design strength, and the rest closure bundles MB 4-MB 5 are tensioned after the age is not less than 7 days.
The construction method of the main bridge closure section is characterized in that the temporary consolidation and dismantling are cut by a wire saw method, and the construction process flow is as follows: preparation before construction, fixing of a driving wheel, fixing of a guide wheel, installation and debugging of a cutting rope, cutting of a temporary consolidation column, hoisting and cutting of blocks, and site cleaning.
The construction method of the main bridge closure section is characterized in that the concrete dismantling sequence of the temporary consolidation and dismantling is as follows: and simultaneously removing the side span No. 3 and the mid-span No. 3 stand columns, simultaneously removing the side span No. 2 and the mid-span No. 4 stand columns, simultaneously removing the side span No. 4 and the mid-span No. 2 stand columns, simultaneously removing the side span No. 1 and the mid-span No. 5 stand columns, and simultaneously removing the side span No. 5 and the mid-span No. 1 stand columns.
By adopting the technology, compared with the prior art, the invention has the following beneficial effects:
1) the formwork support system adopted by the invention has mature construction process, the bottom elevation and the plane position of the bottom web formwork and the flange plate formwork are easy to control, the construction precision of the closure section can be improved, and the integral line type of the bridge is ensured;
2) according to the invention, the side-span closure section bracket and the side-span cast-in-place section bracket are connected into a whole, so that the stability of a formwork system can be increased, the safety is further improved, in addition, the forward movement construction of a hanging basket can be reduced, and the safety risk is reduced;
3) the side span closure section of the invention adopts a floor bowl buckle support system, the support system can be simultaneously erected with a side span cast-in-place section support, and the bottom abdomen template and the flange plate template can also be simultaneously installed with the side span cast-in-place section, thereby shortening the construction time and improving the construction efficiency.
Drawings
FIG. 1 is a schematic structural diagram of the overall construction project of the present invention;
FIG. 2 is a schematic representation of the 1/2 mid-span longitudinal steel strand cross-sectional configuration of the present invention;
FIG. 3 is a schematic structural view of the vertical cross-section of the side-span longitudinal steel bundle of the present invention;
FIG. 4 is a schematic view of a temporary fastening structure according to the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
On the contrary, the invention is intended to cover alternatives, modifications, equivalents and alternatives which may be included within the spirit and scope of the invention as defined by the appended claims. Furthermore, in the following detailed description of the present invention, certain specific details are set forth in order to provide a better understanding of the present invention. It will be apparent to one skilled in the art that the present invention may be practiced without these specific details.
Referring to fig. 1-4, the main bridge continuous beam is provided with three closure segments, namely two side span closure segments and a mid-span closure segment, each of which is 2m long, and the side span closure segment is 115.2t heavy and the mid-span closure segment is 149.5t heavy by using C50 micro-expansive concrete.
A main bridge closure segment construction method comprises a Pm10-Pm11 side span closure segment, a Pm12-Pm13 side span closure segment and a middle span closure segment, wherein the Pm10-Pm11 side span closure segment adopts a floor type support as a closure segment construction support, the Pm12-Pm13 side span closure segment adopts a hanging basket as a closure segment construction support, and the middle span closure segment adopts a hanging basket as a closure segment construction support;
the closure sequence of the construction method for the closure section of the main bridge continuous beam is as follows: the Pm10-Pm11 side span closure segment and the Pm12-Pm13 side span closure segment are closed, then the temporary consolidation is removed, and the middle span closure segment is closed afterwards.
The construction of the Pm10-Pm11 side span closure segment comprises the following specific construction steps:
1) after construction of a Pm10-Pm11 side span cast-in-place beam section is completed, and after construction of a cantilever beam block No. 6 is completed, the hanging basket is retreated, and a floor type bowl buckle support is erected at the side span closure section position to serve as a closure section construction support system;
2) measuring the elevation of the beam bottom of the adjacent beam section of the side span closure section to ensure that the height difference is not more than 20mm, and then adjusting the bottom die and the outer die;
3) selecting the time with the lowest temperature and the minimum temperature change in one day, installing a stiff framework at the folding position, temporarily locking the folding section, simultaneously welding the stiff frameworks during locking, and completing within 2 hours to avoid generating additional internal force in the component due to different temperatures; in order to reduce the locking time, one side of the steel support is welded before locking, the other side of the steel support is welded during locking, and the center line and the elevation are adjusted before locking; the welding locking requirement of the stiff skeleton of the closure segment is rapidly and symmetrically carried out, and the installation time of the stiff skeleton is shortened as much as possible;
4) binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline;
5) the temperature of the closure section when concrete is poured is within a design allowable range and is carried out at the lowest temperature in the day; and (3) reserving a blanking hole on the inner top die during concrete pouring, conveying the blanking hole to the bottom plate, and pouring the web plate and the top plate after the concrete pouring is finished. In order to reduce the influence of temperature difference on the shrinkage of the beam body, a specially-assigned person is dispatched to perform maintenance work after the concrete is poured;
6) tensioning the steel bundles at the side span closure segment in two batches, tensioning SBw 1-SBw 3 and STw2 steel bundles in time after the concrete at the closure segment reaches 85% of the design strength, and removing the temporary consolidation of the middle pier after tensioning is finished; when the concrete strength reaches 100% of a design value, the elastic modulus reaches 90% of the design strength, and the age is not less than 7 days, tensioning the residual side span closure bundles SBw 4-SBw 5 and STw 1; and after the steel bundles of the side span closure section are completely tensioned, removing the side span cast-in-place support system to form a single cantilever structure.
The construction of the Pm12-Pm13 side span closure segment comprises the following specific construction steps:
1) after construction of a Pm12-Pm13 side span cast-in-place beam section is completed, and after construction of a cantilever beam block No. 6 is completed, the hanging basket is retreated, and a floor type bowl buckle support is erected at the side span closure section position to serve as a closure section construction support system;
2) measuring the elevation of the beam bottom of the adjacent beam section of the side span closure section to ensure that the height difference is not more than 20mm, and then adjusting the bottom die and the outer die;
3) selecting the time with the lowest temperature and the minimum temperature change in one day, installing a stiff framework at the folding position, temporarily locking the folding section, simultaneously welding the stiff frameworks during locking, and completing within 2 hours to avoid generating additional internal force in the component due to different temperatures; in order to reduce the locking time, one side of the steel support is welded before locking, the other side of the steel support is welded during locking, and the center line and the elevation are adjusted before locking; the welding locking requirement of the stiff skeleton of the closure segment is rapidly and symmetrically carried out, and the installation time of the stiff skeleton is shortened as much as possible;
4) binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline;
5) before concrete is poured, a counterweight water tank is arranged at the position of 1m of the middle span beam end, and the specific counterweight weight needs to be correspondingly adjusted according to a linear monitoring instruction;
6) the temperature of the closure section when concrete is poured is within a design allowable range and is carried out at the lowest temperature in the day; during concrete pouring, reserving a blanking hole on the inner top die, conveying the blanking hole to the bottom plate, and pouring the web plate and the top plate after the concrete pouring is finished; the balance weight is adjusted while pouring, and in order to reduce the influence of temperature difference on the shrinkage of the beam body, a specially-assigned person is sent to perform maintenance work after the concrete is poured;
7) tensioning the steel bundles at the side span closure segment in two batches, tensioning SBw 1-SBw 3 and STw2 steel bundles in time after the concrete at the closure segment reaches 85% of the design strength, and removing the temporary consolidation of the middle pier after tensioning is finished; when the concrete strength reaches 100% of a design value, the elastic modulus reaches 90%, and the age is not less than 7 days, tensioning the residual side span closure bundles SBw 4-SBw 5 and STw 1; and after the steel bundles of the side span closure section are completely tensioned, removing the side span cast-in-place support system to form a single cantilever structure.
The construction of the mid-span closure segment comprises the following specific construction steps:
1) the construction of the side span cast-in-place beam section is completed, after the construction of the cantilever beam block No. 6 is completed, the hanging basket moves forward, and the hanging basket is adopted as a construction support system of the closure section at the position of the mid-span closure section;
2) after the Pm10-Pm11 and Pm12-Pm13 side span closure segments are tensioned, the side span hanging basket bottom die is disassembled, and the hanging basket main truss is retreated to 0 #;
3) removing the temporary consolidation of the main pier; then measuring the beam bottom elevation of the adjacent beam section of the mid-span closure section, and adjusting the bottom die and the outer die when the height difference is not more than 20 mm; when the mid-span closure difference is greater than 20mm, applying stowage on the high-side suspended casting section, back-pressing the closure difference of the closure section to be within a design requirement range, and then adjusting the bottom die and the outer side die; the specific weight of the counterweight needs to be correspondingly adjusted according to a linear monitoring instruction provided by a monitoring unit;
4) selecting the time with the lowest temperature and the minimum temperature change in one day, installing a stiff framework at the folding position, temporarily locking the folding section, simultaneously welding the stiff frameworks during locking, and completing within 2 hours to avoid generating additional internal force in the component due to different temperatures; in order to reduce the locking time, one side of the steel support is welded before locking, the other side of the steel support is welded during locking, and the center line and the elevation are adjusted before locking; the welding locking requirement of the stiff skeleton of the closure segment is rapidly and symmetrically carried out, and the installation time of the stiff skeleton is shortened as much as possible;
5) binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline;
6) before the concrete is poured on the closure segment, a counterweight water tank is arranged at the position 1m away from the beam end in the midspan 6 #;
7) the temperature of the closure section when concrete is poured is within a design allowable range and is carried out at the lowest temperature in the day; during concrete pouring, reserving a blanking hole on the inner top die, conveying the inner top die to the bottom plate, and pouring the web plate and the top plate after the concrete pouring is finished; according to the temperature observation condition, data provided by a monitoring unit and weather forecast, concrete is poured at the optimal time, and the weight is gradually relieved (water is discharged from a balance water tank, and the weight of the discharged water is equal to the weight of the poured concrete);
8) after concrete pouring is finished, watering and maintaining; the mid-span closure steel bundles are tensioned in two batches, the MB 1-MB 3, MT1 and MT2 steel bundles are tensioned in time after the design strength of the closure section concrete reaches 85%, the concrete strength reaches 100% of the design value, the elastic die reaches 90% of the design strength, and the rest closure bundles MB 4-MB 5 are tensioned after the age is not less than 7 days.
The temporary consolidation dismantling method comprises the following steps of cutting by adopting a wire saw method, wherein the construction process flow comprises the following steps: preparing before construction, fixing a driving wheel, fixing a guide wheel, installing and debugging a cutting rope, cutting a temporary consolidation column, hoisting and cutting blocks, and cleaning a site;
construction preparation: 6 constructors, a rope saw cutting machine 2, a ship (used as a midspan temporary consolidation dismantling operation platform) and a 25t crane;
the main pier edge span and the middle span are 10 temporary consolidation columns with the length of 800mm in total, and two sets of rope saw cutting machines are expected to finish the temporary consolidation and dismantling work of the main pier within two days;
the specific disassembly sequence is as follows: and simultaneously removing the side span No. 3 and the mid-span No. 3 stand columns, simultaneously removing the side span No. 2 and the mid-span No. 4 stand columns, simultaneously removing the side span No. 4 and the mid-span No. 2 stand columns, simultaneously removing the side span No. 1 and the mid-span No. 5 stand columns, and simultaneously removing the side span No. 5 and the mid-span No. 1 stand columns.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (6)
1. A main bridge closure segment construction method is characterized by comprising Pm10-Pm11 side span closure segment construction, Pm12-Pm13 side span closure segment construction and mid-span closure segment construction, wherein the Pm10-Pm11 side span closure segment adopts a floor type support as a closure segment construction support, the Pm12-Pm13 side span closure segment adopts a hanging basket as a closure segment construction support, and the mid-span closure segment adopts a hanging basket as a closure segment construction support;
the closure sequence of the construction method for the closure section of the main bridge continuous beam is as follows: the Pm10-Pm11 side span closure segment and the Pm12-Pm13 side span closure segment are closed, then the temporary consolidation is removed, and the middle span closure segment is closed afterwards.
2. The main bridge closure construction method according to claim 1, wherein the Pm10-Pm11 side span closure construction comprises the following specific construction steps:
1) after construction of a side span cast-in-place beam section of Pm10-Pm11 is completed, after construction of a cantilever beam block is completed, the hanging basket retreats, and a floor type bowl buckle support is erected at the side span closure section position to serve as a closure section construction support system;
2) measuring the beam bottom elevation of the adjacent beam sections of the side span closure section, wherein the height difference is not more than 20mm, and then adjusting the bottom die and the outer side die;
3) installing a stiff framework at the closure position, temporarily locking the closure section, and simultaneously welding the supports of the stiff framework during locking; in order to reduce the locking time, one side of the steel support is welded before locking, the other side of the steel support is welded during locking, and the center line and the elevation are adjusted before locking;
4) binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline;
5) pouring concrete: the pouring temperature is within a design allowable range, when concrete is poured, a blanking hole is reserved on the inner top die and is conveyed to the bottom plate, and after the concrete is poured, the web plate and the top plate are poured;
6) tensioning the steel bundles at the side span closure segment in two batches, tensioning SBw 1-SBw 3 and STw2 steel bundles in time after the concrete at the closure segment reaches 85% of the design strength, and removing the temporary consolidation of the middle pier after tensioning is finished; when the concrete strength reaches 100% of a design value, the elastic modulus reaches 90% of the design strength, and the age is not less than 7 days, tensioning the residual side span closure bundles SBw 4-SBw 5 and STw 1; and after the steel bundles of the side span closure section are completely tensioned, removing the side span cast-in-place support system to form a single cantilever structure.
3. The main bridge closure construction method according to claim 1, wherein the Pm12-Pm13 side span closure construction comprises the following specific construction steps:
1) after construction of a side span cast-in-place beam section of Pm12-Pm13 is completed, after construction of a cantilever beam block is completed, the hanging basket retreats, and a floor type bowl buckle support is erected at the side span closure section position to serve as a closure section construction support system;
2) measuring the beam bottom elevation of the adjacent beam sections of the side span closure section, wherein the height difference is not more than 20mm, and then adjusting the bottom die and the outer side die;
3) installing a stiff framework at the closure position, temporarily locking the closure section, simultaneously welding the supports of the stiff framework during locking, welding one side of a steel support before locking in order to reduce the locking time, welding the other side of the steel support during locking, and adjusting a central line and an elevation before locking;
4) binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline;
5) before concrete is poured, a counterweight water tank is arranged at a preset position of the middle span beam end;
6) pouring concrete: the pouring temperature is within a design allowable range, when concrete is poured, a blanking hole is reserved on the inner top die and is conveyed to the bottom plate, and after the concrete is poured, the web plate and the top plate are poured;
7) tensioning the steel bundles at the side span closure segment in two batches, tensioning SBw 1-SBw 3 and STw2 steel bundles in time after the concrete at the closure segment reaches 85% of the design strength, and removing the temporary consolidation of the middle pier after tensioning is finished; when the concrete strength reaches 100% of a design value, the elastic modulus reaches 90%, and the age is not less than 7 days, tensioning the residual side span closure bundles SBw 4-SBw 5 and STw 1; and after the steel bundles of the side span closure section are completely tensioned, removing the side span cast-in-place support system to form a single cantilever structure.
4. The main bridge closure construction method according to claim 1, wherein the mid-span closure construction comprises the following specific construction steps:
1) the construction of the side span cast-in-place beam section is completed, after the construction of the cantilever beam block is completed, the hanging basket moves forward, and the hanging basket is adopted as a construction support system of the closure section at the position of the mid-span closure section;
2) after the Pm10-Pm11 and Pm12-Pm13 side span closure segments are tensioned, the side span hanging basket bottom die is disassembled, and the hanging basket main truss is retracted;
3) removing the temporary consolidation of the main piers Pm11 and Pm 12; then measuring the beam bottom elevation of the adjacent beam section of the mid-span closure section, and adjusting the bottom die and the outer die when the height difference is not more than 20 mm; when the mid-span closure difference is greater than 20mm, applying stowage on the high-side suspended casting section, back-pressing the closure difference of the closure section to be within a design requirement range, and then adjusting the bottom die and the outer side die;
4) installing a stiff framework at the closure position, temporarily locking the closure section, simultaneously welding the supports of the stiff framework during locking, welding one side of a steel support before locking in order to reduce the locking time, welding the other side of the steel support during locking, and adjusting a central line and an elevation before locking;
5) binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline;
6) before the concrete is poured in the closure section, a counterweight water tank is arranged at a preset position of the middle span beam end;
7) pouring concrete: the pouring temperature is within a design allowable range, when concrete is poured, a blanking hole is reserved on the inner top die and is conveyed to the bottom plate, and after the concrete is poured, the web plate and the top plate are poured; when pouring, the weight is gradually removed;
8) after concrete pouring is finished, watering and maintaining; the mid-span closure steel bundles are tensioned in two batches, the MB 1-MB 3, MT1 and MT2 steel bundles are tensioned in time after the design strength of the closure section concrete reaches 85%, the concrete strength reaches 100% of the design value, the elastic die reaches 90% of the design strength, and the rest closure bundles MB 4-MB 5 are tensioned after the age is not less than 7 days.
5. The construction method of the main bridge closure section according to claim 4, wherein the temporary consolidation dismantling is cut by a wire saw method, and the construction process flow is as follows: preparation before construction, fixing of a driving wheel, fixing of a guide wheel, installation and debugging of a cutting rope, cutting of a temporary consolidation column, hoisting and cutting of blocks, and site cleaning.
6. The construction method of the main bridge closure section according to claim 5, wherein the concrete dismantling sequence of the temporary consolidation dismantling is as follows: and simultaneously removing the side span No. 3 and the mid-span No. 3 stand columns, simultaneously removing the side span No. 2 and the mid-span No. 4 stand columns, simultaneously removing the side span No. 4 and the mid-span No. 2 stand columns, simultaneously removing the side span No. 1 and the mid-span No. 5 stand columns, and simultaneously removing the side span No. 5 and the mid-span No. 1 stand columns.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211030121.1A CN115387227A (en) | 2020-07-15 | 2020-07-15 | Construction method for closure section of main bridge |
| CN202010681419.3A CN111893889A (en) | 2020-07-15 | 2020-07-15 | Main bridge closure section construction method |
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| CN202010681419.3A CN111893889A (en) | 2020-07-15 | 2020-07-15 | Main bridge closure section construction method |
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| CN202010681419.3A Pending CN111893889A (en) | 2020-07-15 | 2020-07-15 | Main bridge closure section construction method |
| CN202211030121.1A Pending CN115387227A (en) | 2020-07-15 | 2020-07-15 | Construction method for closure section of main bridge |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112709139A (en) * | 2020-12-23 | 2021-04-27 | 中铁二十局集团第二工程有限公司 | Construction method for closure section of main bridge continuous beam |
| CN113882272A (en) * | 2021-11-11 | 2022-01-04 | 南昌市城市规划设计研究总院 | Temporary locking device for bridge folding and construction method |
| CN114892523A (en) * | 2022-01-07 | 2022-08-12 | 中铁十六局集团第五工程有限公司 | Bridge side span closure construction method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63284304A (en) * | 1987-05-15 | 1988-11-21 | 大成建設株式会社 | Execution of bridge central closure part in cantilevered type construction method |
| CN1580413A (en) * | 2003-08-08 | 2005-02-16 | 北京建达道桥咨询有限公司 | Ground-support-free continous rigid frame bridge sidespan closure method |
| CN110184943A (en) * | 2019-07-02 | 2019-08-30 | 中铁七局集团有限公司 | A kind of continuous beam on many supports pre-stress concrete bridge closure construction method |
| JP2019173269A (en) * | 2018-03-26 | 2019-10-10 | 三井住友建設株式会社 | Method to construct concrete bridge girder with frame structure and temporary closure structure usable on this method |
-
2020
- 2020-07-15 CN CN202010681419.3A patent/CN111893889A/en active Pending
- 2020-07-15 CN CN202211030121.1A patent/CN115387227A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63284304A (en) * | 1987-05-15 | 1988-11-21 | 大成建設株式会社 | Execution of bridge central closure part in cantilevered type construction method |
| CN1580413A (en) * | 2003-08-08 | 2005-02-16 | 北京建达道桥咨询有限公司 | Ground-support-free continous rigid frame bridge sidespan closure method |
| JP2019173269A (en) * | 2018-03-26 | 2019-10-10 | 三井住友建設株式会社 | Method to construct concrete bridge girder with frame structure and temporary closure structure usable on this method |
| CN110184943A (en) * | 2019-07-02 | 2019-08-30 | 中铁七局集团有限公司 | A kind of continuous beam on many supports pre-stress concrete bridge closure construction method |
Non-Patent Citations (3)
| Title |
|---|
| 徐随安: "112米单线铁路大跨度连续梁合龙段施工技术", 《科技咨询导报》 * |
| 秦宇: "无锡高浪东路京杭运河大桥合拢段施工", 《中国水运》 * |
| 谢石龙等: "大跨度连续梁桥临时固结体系施工与绳锯拆除技术", 《公路工程》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112709139A (en) * | 2020-12-23 | 2021-04-27 | 中铁二十局集团第二工程有限公司 | Construction method for closure section of main bridge continuous beam |
| CN113882272A (en) * | 2021-11-11 | 2022-01-04 | 南昌市城市规划设计研究总院 | Temporary locking device for bridge folding and construction method |
| CN114892523A (en) * | 2022-01-07 | 2022-08-12 | 中铁十六局集团第五工程有限公司 | Bridge side span closure construction method |
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| CN115387227A (en) | 2022-11-25 |
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