CN115387227A - Construction method for closure section of main bridge - Google Patents
Construction method for closure section of main bridge Download PDFInfo
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- CN115387227A CN115387227A CN202211030121.1A CN202211030121A CN115387227A CN 115387227 A CN115387227 A CN 115387227A CN 202211030121 A CN202211030121 A CN 202211030121A CN 115387227 A CN115387227 A CN 115387227A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Abstract
A construction method for a closure section of a main bridge belongs to the technical field of building construction. The method comprises the steps of folding a Pm10-Pm11 side span folding section and a Pm12-Pm13 side span folding section, then removing temporary consolidation and folding a middle span folding section 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, 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.
In order to achieve the purpose, the invention adopts the following technical scheme:
a main bridge closure segment construction method comprises the following steps: pm10-Pm11 side span closure segment construction, pm12-Pm13 side span closure segment construction and mid-span closure segment construction, wherein Pm10-Pm11 side span closure segment and Pm12-Pm13 side span closure segment are firstly closed: removing the temporary consolidation; closing a mid-span closure segment; the Pm10-Pm11 side span closure segment adopts a floor type bracket as a closure segment construction bracket, the Pm12-Pm13 side span closure segment adopts a hanging basket as a closure segment construction bracket, and the mid-span closure segment adopts a hanging basket as a closure segment construction bracket; wherein, the side span closure segment bracket and the side span cast-in-place segment bracket are connected into a whole;
after the Pm10-Pm11 and Pm12-Pm13 side span closure segments are tensioned, dismantling the side span hanging basket bottom die, and retreating the hanging basket main truss to 0#; 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; 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, and simultaneously welding the support of the stiff framework during locking within 2 hours; binding the folding section steel bars, installing a prestressed pipeline and penetrating the prestressed pipeline; 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 #; when concrete is poured, 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 inner top die is finished; pouring and adjusting the balance weight; 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; and after the concrete pouring is finished, watering and maintaining.
Optionally, the specific counterweight weight in the construction of the mid-span closure segment needs to be correspondingly adjusted according to a linear monitoring instruction provided by a monitoring unit.
Optionally, in the construction of the mid-span closure segment, the temperature of the concrete poured in the closure segment should be within the design allowable range and be performed at the lowest temperature of the day.
Optionally, the mid-span closure steel bundle is 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 modulus 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.
Optionally, the construction of the Pm10-Pm11 side span closure segment includes:
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;
selecting the time with the lowest temperature and the smallest temperature difference change in one day, installing a stiff framework at the folding position, temporarily locking the folding section, simultaneously welding the support of the stiff framework during locking, and completing the welding within 2 hours;
binding the folding section steel bars, installing a prestressed pipeline and penetrating the prestressed pipeline;
the temperature of the closure section when the concrete is poured is within a design allowable range and is carried out at the lowest temperature in the day; when concrete is poured, 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 inner top die is finished;
tensioning the steel bundles at the side span closure segment in two batches, tensioning the SBw 1-SBw 3 and STw2 steel bundles in time after the concrete at the closure segment reaches the design strength of 85%, 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, stretching the residual folding bundles SBw 4-SBw 5 and STw1 of the side span; and after the side span closure section steel bundles are completely tensioned, dismantling the side span cast-in-place support system to form a single cantilever structure.
Optionally, the construction of the Pm12-Pm13 side span closure segment includes:
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;
selecting the time with the lowest temperature and the smallest temperature difference change in one day, installing a stiff framework at the folding position, temporarily locking the folding section, simultaneously welding the support of the stiff framework during locking, and completing the welding within 2 hours;
binding the folding section steel bars, installing a prestressed pipeline and penetrating the prestressed pipeline;
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;
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; pouring and adjusting the balance weight;
tensioning the steel bundles at the side span closure segment in two batches, tensioning the SBw 1-SBw 3 and STw2 steel bundles in time after the concrete at the closure segment reaches the design strength of 85%, 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 closure bundles SBw 4-SBw 5 and STw1 of the side span; and after the side span closure section steel bundles are completely tensioned, dismantling the side span cast-in-place support system to form a single cantilever structure.
Optionally, during the processes of Pm10-Pm11 side span closure segment construction, pm12-Pm13 side span closure segment construction and mid-span closure segment construction, during locking, one side of a steel support is welded before locking, during locking, the other side of the steel support is welded, and before locking, a central line and an elevation are adjusted; the welding locking requirement of the stiff skeleton of the closure section is rapidly and symmetrically carried out, and the installation time of the stiff skeleton is shortened as much as possible.
Optionally, the temporary consolidation is removed by cutting with 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.
Optionally, 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.
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 a 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 a closure section can be improved, and the integral line type of a 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 view of the cross-sectional structure of the mid-span longitudinal steel bundle in 1/2 of the present invention;
FIG. 3 is a schematic sectional view 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 of the specification. It should be understood that the specific embodiments described herein are merely illustrative of the invention and do not 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.
As shown in figures 1-4, the invention discloses a main bridge closure segment construction method, which comprises the following steps: pm10-Pm11 side span closure segment construction, pm12-Pm13 side span closure segment construction and mid-span closure segment construction, wherein Pm10-Pm11 side span closure segment and Pm12-Pm13 side span closure segment are firstly closed: removing the temporary consolidation; closing a mid-span closure segment; the Pm10-Pm11 side span closure segment adopts a floor type bracket as a closure segment construction bracket, the Pm12-Pm13 side span closure segment adopts a hanging basket as a closure segment construction bracket, and the mid-span closure segment adopts a hanging basket as a closure segment construction bracket; the side span closure section bracket and the side span cast-in-place section bracket are connected into a whole
After the Pm10-Pm11 and Pm12-Pm13 side span closure segments are tensioned, dismantling the side span hanging basket bottom die, and retreating the hanging basket main truss to 0#; 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 a design requirement range, and then adjusting the bottom die and the outer die; selecting the time with the lowest temperature and the smallest temperature difference change in one day, installing a stiff framework at the folding position, temporarily locking the folding section, simultaneously welding the support of the stiff framework during locking, and completing the welding within 2 hours to avoid generating additional internal force in the member due to different temperatures; binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline; before the concrete is poured in the closure segment, a counterweight water tank is arranged at the position 1m away from the beam end in the midspan No. 6; when concrete is poured, 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 inner top die is finished; the balance weight is adjusted while pouring, the influence of temperature difference on the shrinkage of the beam body is reduced, and a specially-assigned person is sent to perform maintenance work after concrete pouring; 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); and after the concrete pouring is finished, watering and maintaining.
In this embodiment, three closure segments, namely two side-span closure segments and a mid-span closure segment, are arranged on the main bridge continuous beam, each closure segment is 2m long, C50 micro-expansive concrete is adopted, the side-span closure segment is 115.2t heavy, and the mid-span closure segment is 149.5t heavy. The side span closure section support and the side span cast-in-place section support are connected into a whole, so that the stability of a formwork system can be improved, the safety is improved, in addition, the forward movement construction of a hanging basket at one time can be reduced, and the safety risk is reduced.
And further optimizing the scheme, wherein the specific counterweight weight in the construction of the mid-span closure segment needs to be correspondingly adjusted according to a linear monitoring instruction provided by a monitoring unit.
And in the construction of the mid-span closure segment, the temperature of the closure segment during concrete pouring is within a design allowable range and is carried out at the lowest temperature in the day.
And further optimizing the scheme, tensioning the mid-span closure steel bundles in two batches, tensioning the MB 1-MB 3, MT1 and MT2 steel bundles in time after the design strength of the closure section concrete reaches 85%, tensioning the rest closure steel bundles MB 4-MB 5 after the concrete strength reaches 100% of the design value, the elastic modulus reaches 90% of the design strength and the age is not less than 7 days.
Further optimizing the scheme, the construction of the Pm10-Pm11 side span closure segment comprises the following steps:
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;
selecting the time with the lowest temperature and the smallest temperature difference change in one day, installing a stiff framework at the folding position, temporarily locking the folding section, simultaneously welding the support of the stiff framework during locking, and completing the welding within 2 hours to avoid generating additional internal force in the member due to different temperatures;
binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline;
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;
tensioning the steel bundles at the side span closure segment in two batches, tensioning the steel bundles SBw 1-SBw 3 and STw2 in time after the concrete at the closure segment reaches the design strength of 85%, 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, stretching the residual folding bundles SBw 4-SBw 5 and STw1 of the side span; and after the side span closure section steel bundles are completely tensioned, dismantling the side span cast-in-place support system to form a single cantilever structure.
In the embodiment, after construction of the side-span cast-in-place beam section of Pm10-Pm11 is completed, the suspension basket retreats after construction of the cantilever beam block No. 6 is completed, the floor type bowl buckle support is erected at the side-span closure section position to serve as a closure section construction support system, the support system can be erected together with the side-span cast-in-place section support, the bottom web template and the flange plate template can also be installed together with the side-span cast-in-place section, construction time is shortened, and construction efficiency is improved.
Further optimizing the scheme, the construction of the Pm12-Pm13 side span closure segment comprises the following steps:
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;
selecting the time with the lowest temperature and the smallest temperature difference change in one day, installing a stiff framework at the folding position, temporarily locking the folding section, simultaneously welding the support of the stiff framework during locking, and completing the welding within 2 hours to avoid generating additional internal force in the member due to different temperatures;
binding the steel bars of the folding section, installing a prestressed pipeline and penetrating the prestressed pipeline;
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;
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; pouring and adjusting the balance weight;
tensioning the steel bundles at the side span closure segment in two batches, tensioning the SBw 1-SBw 3 and STw2 steel bundles in time after the concrete at the closure segment reaches the design strength of 85%, 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 STw1; 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.
In the further optimization scheme, during the processes of Pm10-Pm11 side span closure segment construction, pm12-Pm13 side span closure segment construction and mid-span closure segment construction, during locking, in order to reduce locking time, one side of a steel support is welded before locking, the other side of the steel support is welded during locking, and a central line and an 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. In the embodiment, after the construction of the Pm12-Pm13 side span cast-in-place beam section is completed and the construction of the 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 folding section to serve as a folding section construction support system.
Further optimizing the scheme, the temporary consolidation and dismantling are cut by a rope sawing 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.
Further optimizing the scheme, the concrete dismantling sequence of the temporary consolidation and dismantling is as follows: relieve 3 No. of boundary span and 3 No. of midspan stand-relieve 2 No. of boundary span, no. 4 stands of midspan simultaneously-relieve 4 No. of boundary span, no. 2 stands of midspan-relieve 1 No. of boundary span, no. 5 stands of midspan simultaneously-relieve 5 No. of boundary span, no. 1 stands of midspan simultaneously.
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 (9)
1. A main bridge closure segment construction method is characterized by comprising the following steps: pm10-Pm11 side span closure segment construction, pm12-Pm13 side span closure segment construction and mid-span closure segment construction, wherein Pm10-Pm11 side span closure segment and Pm12-Pm13 side span closure segment are firstly closed: removing the temporary consolidation; closing a mid-span closure segment; the Pm10-Pm11 side span closure segment adopts a floor type bracket as a closure segment construction bracket, the Pm12-Pm13 side span closure segment adopts a hanging basket as a closure segment construction bracket, and the mid-span closure segment adopts a hanging basket as a closure segment construction bracket; wherein, the side span closure segment bracket and the side span cast-in-place segment bracket are connected into a whole;
after the Pm10-Pm11 and Pm12-Pm13 side span folding sections are tensioned, dismantling the side span hanging basket bottom die, and retreating the hanging basket main truss to 0#; 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; 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, and simultaneously welding the support of the stiff framework during locking within 2 hours; binding the folding section steel bars, installing a prestressed pipeline and penetrating the prestressed pipeline; 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 #; 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; pouring and adjusting the balance weight; 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; and after the concrete pouring is finished, watering and maintaining.
2. The main bridge closure segment construction method according to claim 1, wherein the specific counterweight weight in the mid-span closure segment construction needs to be correspondingly adjusted according to a linear monitoring instruction provided by a monitoring unit.
3. The method for constructing the main bridge closure according to claim 1, wherein the temperature of the concrete poured in the closure in the construction of the mid-span closure is within the design allowable range and is performed at the lowest temperature of the day.
4. The main bridge closure segment construction method according to claim 1, wherein the mid-span closure steel bundles are tensioned in two batches, the steel bundles MB 1-MB 3, MT1 and MT2 are tensioned in time after the design strength of the closure segment concrete reaches 85%, the concrete strength reaches 100% of the design value, the elastic modulus 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 main bridge closure segment construction method according to claim 1,
the construction of the Pm10-Pm11 side span closure segment comprises the following steps:
measuring the beam bottom elevation of the adjacent beam sections 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;
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, and simultaneously welding the support of the stiff framework during locking within 2 hours;
binding the folding section steel bars, installing a prestressed pipeline and penetrating the prestressed pipeline;
the temperature of the closure section when the 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;
tensioning the steel bundles at the side span closure segment in two batches, tensioning the SBw 1-SBw 3 and STw2 steel bundles in time after the concrete at the closure segment reaches the design strength of 85%, 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, stretching the residual folding bundles SBw 4-SBw 5 and STw1 of the side span; and after the side span closure section steel bundles are completely tensioned, dismantling the side span cast-in-place support system to form a single cantilever structure.
6. The main bridge closure segment construction method according to claim 5,
the construction of the Pm12-Pm13 side span closure segment comprises the following steps:
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;
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, and simultaneously welding the support of the stiff framework during locking within 2 hours;
binding the folding section steel bars, installing a prestressed pipeline and penetrating the prestressed pipeline;
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;
the temperature of the closure section when the 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; pouring and adjusting the balance weight;
tensioning the steel bundles at the side span closure segment in two batches, tensioning the SBw 1-SBw 3 and STw2 steel bundles in time after the concrete at the closure segment reaches the design strength of 85%, 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 STw1; and after the side span closure section steel bundles are completely tensioned, dismantling the side span cast-in-place support system to form a single cantilever structure.
7. The main axle closure segment construction method according to claim 6, wherein during the Pm10-Pm11 side span closure segment construction, pm12-Pm13 side span closure segment construction and mid-span closure segment construction, during locking, one side of a steel support is welded before locking, and during locking, the other side is welded to complete locking, and before locking, a central line and an elevation are adjusted; the welding locking requirement of the stiff skeleton of the closure section is rapidly and symmetrically carried out, and the installation time of the stiff skeleton is shortened as much as possible.
8. The main bridge closure segment construction method according to claim 1, 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.
9. The main bridge closure segment construction method according to claim 8, 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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| 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 |
| 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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| 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 |
| JP6956037B2 (en) * | 2018-03-26 | 2021-10-27 | 三井住友建設株式会社 | A method of erection of a bridge girder of a concrete bridge with a rigid frame structure and a temporary closure structure that can be used for that method. |
| CN110184943B (en) * | 2019-07-02 | 2020-09-29 | 中铁七局集团有限公司 | Multi-span continuous beam prestressed concrete bridge closure construction method |
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