CN111877162A - Assembling construction method for prefabricated segment box girder support of urban viaduct - Google Patents
Assembling construction method for prefabricated segment box girder support of urban viaduct Download PDFInfo
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- CN111877162A CN111877162A CN202010618556.2A CN202010618556A CN111877162A CN 111877162 A CN111877162 A CN 111877162A CN 202010618556 A CN202010618556 A CN 202010618556A CN 111877162 A CN111877162 A CN 111877162A
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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
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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
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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Abstract
The invention discloses an assembling construction method of a prefabricated segment box girder support of an urban viaduct, wherein the assembling support comprises an enlarged foundation, steel pipe piles, distribution girders, supports, an operation platform, a limiting device and the like, and the construction method comprises the construction processes of erecting a support erecting system, hoisting the segment box girders, positioning and adjusting the segment box girders, gluing and splicing the segment box girders, pouring wet joints, tensioning external cables, dismantling the supports and the like, wherein the assembling support adopts the steel pipe pile distribution girder support, is concise and clear, is convenient for rapid construction, is hoisted by a crawler crane, is high in installation speed and construction efficiency, is positioned by a three-way jack, is high in positioning precision of the three-way jack, is high in construction speed, and can better meet the requirements of segment assembling. The support assembly segment box girder can greatly accelerate segment assembly speed, shorten construction period, has strong support assembly adaptability, and can adapt to segment assembly construction of special sections.
Description
Technical Field
The invention relates to the field of bridge construction, in particular to an assembling construction method for prefabricated segment box girder supports of an urban viaduct.
Background
The viaduct is used as an important structural form of urban road traffic, the process and the technology of the viaduct are widely applied, and the urban viaduct is started later in China by adopting a prefabricated segment assembling technology and is gradually applied in recent years. The urban viaduct has the characteristics of wide bridge deck, small curve radius, complex structural form and the like, and has high assembly precision requirement and high difficulty, the current prefabricated section box girder assembly scheme mainly comprises whole-hole assembly of a bridge girder erection machine, cantilever assembly of the bridge girder erection machine and cantilever assembly of a bridge deck crane, however, the assembly equipment investment of the bridge girder erection machine and the bridge deck crane is high, the assembly period is fixed, the construction period is difficult to shorten, and the economic efficiency and the adaptability are poor for projects with smaller scale and short construction period.
Disclosure of Invention
The invention aims to provide an assembling construction method of a prefabricated segment box girder support of an urban viaduct, which has the advantages of high assembling speed of the assembling support, high construction efficiency, high assembling speed of the segment box girder and short construction period.
The object of the invention is achieved in that:
a construction method for assembling prefabricated segment box girder supports of urban viaducts is characterized by comprising the following steps: the assembling support is formed by assembling a support through a steel pipe pile distribution beam, the assembling support comprises an enlarged foundation, a steel pipe pile, a connecting system, a sand cylinder, a copying pad, a transverse distribution beam, a longitudinal distribution beam, a cushion block, a limiting device and an operating platform, after the assembling support is installed on site, a segmental box beam is hoisted in place through a crawler crane, and a three-way jack is installed in a positioning mode, and the concrete construction method is as follows:
(1) prefabricating an enlarged foundation, and processing and manufacturing a steel pipe pile, a connecting system, a transverse distribution beam, a longitudinal distribution beam, a shoveling pad and a cushion block;
(2) sequentially installing the expanded foundation, the steel pipe pile, the connecting system, the sand cylinder, the shoveling pad, the transverse distribution beam, the longitudinal distribution beam and the operation platform at the position of the on-site lofting expanded foundation, and installing the splicing support by adopting a truck crane; after the assembly support is installed, performing pressure test on the assembly support, eliminating inelastic deformation of the assembly support, and installing a limiting device after the pressure test of the assembly support is completed;
(3) the four three-way jacks are put in place according to the beam falling position of the section box beam, the first section box beam is hoisted by adopting a crawler crane, the first section box beam is adjusted to a design position by the three-way jacks after the first section box beam is hoisted in place, and then the three-way jacks are replaced by cushion blocks;
(4) installing a first section of box girder and a steel tooth ridge, a connecting piece and a stiff framework of a pier top section corresponding to the first section of box girder, welding a connecting plate, and locking the first section of box girder;
(5) hoisting the 2# section box girder, trial splicing the 2# section box girder, and operating the three-way jack to enable the 2# section box girder to integrally retreat by 15cm after the trial splicing is qualified;
(6) installing a steel tooth ridge, a 50T penetrating jack and a prestressed thick steel bar, coating epoxy resin glue on the glue splicing surface, operating a three-way jack to enable a 2# section box girder to move forwards by 15cm to a designed position, and applying temporary prestress for splicing;
(7) repeating the assembling process of the 2# section box girder, and sequentially completing the assembling of the rest section box girders until the whole hole assembling is completed;
(8) installing a tail section box girder and a steel tooth ridge, a connecting piece and a stiff framework of a pier top section corresponding to the tail section box girder, welding a connecting plate, and locking the tail section box girder;
(9) and wet joint construction: wet joints among the first section box girder, the last section box girder and the pier top section are poured by adopting a die hanging method, the pouring of the wet joints is finished, and the whole hole section box girders are connected into a whole;
(10) after the wet joint is poured, the external cables are stretched, and after the strength of the wet joint meets the stretching requirement, the external cables are stretched by adopting single stretching;
(11) and dismantling the supports, namely firstly using a sand-dropping cylinder to separate the assembled supports from the segmental box girder by about 10cm, and then sequentially dismantling the assembled supports from top to bottom.
In the step (1), the expanded foundation is a reinforced concrete expanded foundation, the size of the foundation is 2m multiplied by 0.5m, and an annular steel plate is pre-embedded on the expanded foundation and used for fixing the steel pipe pile. The steel pipe pile is a phi 600 multiplied by 8mm steel pipe pile, the connection system is a phi 273 multiplied by 6mm pipe pile connection system, and the connection system adopts an assembly structure. The transverse distribution beam employs a bipedal 56b and the longitudinal distribution beam employs a three limb HM 588.
In the step (2), before the foundation is enlarged, the bearing capacity of the foundation is measured, and the bearing capacity fpk of the foundation is required to be more than or equal to 150 kpa. The enlarged foundation and the steel pipe piles are fixed by the triangular stiffening plates, and each steel pipe pile is welded and fixed by 8 triangular stiffening plates and the embedded annular steel plates on the enlarged foundation.
In the step (2), the specific steps of mounting the bracket are as follows:
(1A) installing an enlarged foundation, and leveling coarse sand in a shoveling cushion at the bottom of the enlarged foundation;
(2A) installing the steel pipe pile, wherein the verticality deviation of the steel pipe pile is controlled within 1%;
(3A) installing a connecting system;
(4A) retesting the pile top elevation of the steel pipe pile, adjusting the height of the sand cylinder according to the actually measured pile top elevation, and installing the sand cylinder;
(5A) installing a transverse distribution beam;
(6A) installing an operation platform;
(7A) installing a longitudinal distribution beam;
(8A) hoisting the concrete blocks, testing the pressure of the bracket, and removing the concrete blocks after the pressure testing is finished;
(9A) and installing a limiting device.
In the step (3), the three-way jack has the characteristics that: the vertical nominal jacking force is 75t, and the working jacking distance is 200 mm; the nominal jacking force of the transverse bridge is 10t, and the working jacking distance is 50 mm; the nominal jacking force of the longitudinal bridge direction is 10t, and the working jacking distance is 300 mm; four three-way jacks are symmetrically arranged at the bottom of the segmental box girder, and the three-way jacks are all positioned right below the center of the segmental box girder web.
In the step (3), in the positioning process of the first section of box girder, the operation mode of the three-way jack is as follows: and adjusting the elevation, adjusting the plane position, and measuring while adjusting until the segmental box girder is adjusted to the designed position.
In the step (6), the steel tooth sill is formed by assembling and welding steel plates, is fixed with the segment box girder through high-strength bolts and is a temporary prestress tension anchor device.
In the step (6), in the gluing and splicing process of the section box girder, a temporary prestress is applied through a 50T penetrating jack, so that the pressure of the spliced surface reaches about 0.35MPa, and the concrete construction steps are as follows:
(1B) mounting a steel tooth ridge;
(2B) installing a jack, and lengthening the prestressed thick steel bar;
(3B) coating epoxy resin glue on the glue-spliced surface, wherein the thickness of the glue is about 3 mm;
(4B) and operating the three-way jack, moving the segmental box girder forwards to the assembling position, and applying temporary prestress to assemble the segmental box girder.
In the step (9), the width of the wet joint is 15cm, the wet joint is cast by adopting a mould hanging method, and the concrete construction steps are as follows:
(1C) roughening the contact surface;
(2C) butt joint of the longitudinal in-vivo prestressed corrugated pipes and guarantee the smoothness of the pipelines;
(3C) installing a wet joint template, wherein the chamfer template with the circular arc adopts a customized steel template, and the straight line section adopts a wood template;
(4C) pouring concrete;
(5C) and (5) maintaining the wet joint concrete.
In the step (11), the support is removed by using a crane, wherein the longitudinal distribution beam and the transverse distribution beam are removed by using a method of pulling a crane from the side.
The construction method comprises the construction processes of erection of the assembly support, hoisting of the section box girders, positioning adjustment of the section box girders, gluing and splicing of the section box girders, pouring of wet joints, stretching of external cables, dismantling of the support and the like, wherein the assembly support is the steel pipe pile distribution girder assembly support, is concise and convenient for rapid construction, is hoisted by the section box girders through crawler cranes, and has high installation speed and high construction efficiency, and the positioning of the section box girders is positioned by a three-way jack; the three-way jack has high positioning precision and high construction speed, and can better meet the segment assembling requirement. In the construction process of rapid reconstruction of a certain urban road, the construction period is advanced, so that the assembly period of the prefabricated segmental box girder at the upper part of the bridge is very short, and the problem of the construction period is effectively solved by adopting the prefabricated segmental box girder support method for assembly on the premise of reasonably compressing the construction period.
Compared with the traditional bridge girder erection machine, the prefabricated section box girder support method assembly construction method has the following advantages that:
1. the support assembly segment box girder can greatly accelerate segment assembly speed, shorten construction period, has strong support assembly adaptability, and can adapt to segment assembly construction of special sections;
2. the cost investment is low, and the assembling time of the bridge girder erection machine is reduced;
3. multi-point synchronous construction can be realized, and the construction progress is accelerated;
4. the construction of the enclosure can be divided into the steps, the influence on traffic is reduced as much as possible, and the problem that the existing traffic is influenced by the fact that the bridge girder erection machine needs to occupy a large-range road during installation and dismantling is avoided.
Drawings
FIG. 1 is a layout view of a longitudinal section of a prefabricated section box girder assembling support in the invention;
FIG. 2 is a layout view of the cross section of the prefabricated section box girder assembling bracket of the invention;
FIG. 3 is a layout view of a stiffened framework vertical face of a bottom plate of a prefabricated segment box girder in the invention;
FIG. 4 is a plan view of a rigid framework of a bottom plate of a prefabricated segment box girder according to the present invention;
FIG. 5 is a layout view of a rigid skeleton facade of a top plate of a prefabricated segment box girder in the invention;
FIG. 6 is a plan view of a stiff skeleton of a top plate of a precast segmental box girder according to the present invention;
FIG. 7 is a layout view of a temporary prestressed facade of a precast segment box girder according to the present invention;
fig. 8 is a layout view of a temporary prestressing plane of the precast segmental box girders according to the present invention.
Detailed Description
The present invention will be described in further detail with reference to the following examples and drawings.
A construction method for assembling prefabricated segment box girder supports of urban viaducts is specifically shown in figures 2 and 3, and specifically comprises the following steps:
step 1: prefabricating and expanding a foundation, processing and manufacturing a steel pipe pile, a connecting system, a transverse distribution beam, a longitudinal distribution beam, a copying pad and a cushion block:
processing and manufacturing an expanded foundation in a prefabricated field, and processing and manufacturing a steel pipe pile, a connecting system, a transverse distribution beam, a longitudinal distribution beam, a shoveling pad and a cushion block in a steel structure workshop; the expanded foundation is a reinforced concrete expanded foundation, the size of the foundation is 2m multiplied by 0.5m, and an annular steel plate is pre-embedded on the expanded foundation and used for fixing the steel pipe pile; the steel pipe pile is a steel pipe pile with the diameter of 600 multiplied by 8mm, the connecting system is a pipe pile connecting system with the diameter of 273 multiplied by 6mm, and the connecting system adopts an assembly structure; the stroke of the sand cylinder is 15 cm; the transverse distribution beam adopts a double-limb worker 56b, the longitudinal distribution beam adopts a three-limb HM58, and the joint positions of the transverse distribution beam and the longitudinal distribution beam, and the joint positions of the transverse distribution beam and the steel pipe pile, and the span of each of the transverse distribution beam and the longitudinal distribution beam are reinforced by stiffening plates;
step 2: the method comprises the steps of lofting on site to enlarge the position of a foundation, sequentially installing the enlarged foundation, a steel pipe pile, a connecting system, a sand cylinder, a shoveling pad, a transverse distribution beam, a longitudinal distribution beam and an operation platform, and installing assembly supports by truck cranes; after the installation is accomplished, carry out the pressure testing to assembling the support, eliminate the inelastic deformation who assembles the support, assemble support pressure testing and accomplish the back installation stop device:
before the foundation is enlarged and installed, measuring the bearing capacity of the foundation, wherein fpk is required to be more than or equal to 150 kpa;
the enlarged foundation and the steel pipe pile are fixed by a triangular stiffening plate, and the size of the triangular stiffening plate is 0.1m multiplied by 0.2m multiplied by 0.01 m; each steel pipe pile is welded and fixed with an embedded annular steel plate on an enlarged foundation by 8 stiffening plates, the steel structures are connected by intermittent welding, and hf is more than or equal to 8 mm;
the concrete assembling steps are as follows:
(1A) installing an enlarged foundation, and leveling coarse sand in a shoveling cushion at the bottom of the enlarged foundation;
(2A) installing the steel pipe pile, wherein the verticality deviation of the steel pipe pile is controlled within 1%;
(3A) installing a connecting system;
(4A) retesting the pile top elevation of the steel pipe pile, adjusting the height of the sand cylinder according to the actually measured pile top elevation, and installing the sand cylinder;
(5A) installing a transverse distribution beam;
(6A) installing an operation platform;
(7A) installing a longitudinal distribution beam;
(8A) hoisting the concrete blocks, testing the pressure of the bracket, and removing the concrete blocks after the pressure testing is finished;
(9A) installing a limiting device;
and step 3: putting into place according to the roof beam position that falls of festival section case roof beam, first festival section case roof beam hoist and mount, and the crawler crane hoist and mount is adopted in the hoist and mount, and the hoist is taken one's place the back and is adjusted first festival section case roof beam to the design position through three-way jack, trades down three-way jack with the cushion:
placing the four three-way jacks in place according to the position of a section box girder drop beam manufactured in a factory in advance, hoisting a first section box girder, adopting a crawler crane to hoist, adjusting the first section box girder to a designed position through the three-way jacks after the four three-way jacks are in place, replacing the three-way jacks with cushion blocks, and locking the first section box girder and a pier top section by a stiff framework; the three-way jack has the characteristics that: the vertical nominal jacking force is 75t, and the working jacking distance is 200 mm; the nominal jacking force of the transverse bridge is 10t, and the working jacking distance is 50 mm; the nominal jacking force of the longitudinal bridge direction is 10t, and the working jacking distance is 300 mm;
four three-way jacks are symmetrically arranged at the bottom of the segmental box girder, and are all positioned right below the center of a web plate of the segmental box girder; in the positioning process of the first section of box girder, the operation mode of the three-way jack is as follows: firstly, adjusting elevation, then adjusting plane position, and measuring while adjusting until adjusting the sectional box girder to the design position;
and 4, step 4: installing the first section of box girder and the steel tooth ridge, the connecting piece and the stiff skeleton of the pier top section corresponding to the first section of box girder, welding the connecting plate, locking the first section of box girder and the pier top section:
after the first section box girder is positioned, the first section box girder is fixedly connected with the pier top section through the stiff skeleton, so that the first section box girder is prevented from being disturbed by external influence;
and 5: hoisting the 2# section box girder, trial splicing the 2# section box girder, and operating the three-way jack to enable the 2# section box girder to integrally retreat by 15cm after the trial splicing is qualified;
step 6: installation steel tooth bank, 50T center-penetrating jack, prestressing force thick steel bar, glue to piece together the face and scribble epoxy glue, operation three-dimensional jack makes 2# segment box girder antedisplacement 15cm to design position, applies interim prestressing force and assembles:
the 2# section box girder is integrally translated backwards by 15cm by operating the three-way jack, epoxy resin glue is coated on splicing surfaces, and the 2# section box girder is spliced by applying temporary prestress;
in the process of splicing the section box girders, temporary prestress is applied through a jack, so that the pressure of a splicing surface reaches 0.35 MPa;
the method comprises the following specific steps:
(1B) mounting a steel tooth ridge;
(2B) installing a jack, and lengthening the prestressed thick steel bar;
(3B) coating epoxy resin glue on the glue-spliced surface, wherein the thickness of the glue is about 3 mm;
(4B) operating the three-way jack, moving the segmental box girders forward to an assembling position, and applying temporary prestress to assemble the segmental box girders;
and 7: the process of assembling of 2# segment case roof beam is repeated, accomplishes assembling of surplus segment case roof beam in proper order, assembles the completion until the whole hole:
and 8: installing end section box girders and steel tooth ridge connecting pieces and stiff frameworks of corresponding pier top sections of the end section box girders, welding a connecting plate, and locking the end section box girders:
and step 9: and (3) wet joint construction: the wet joints between the first section box girder, the last section box girder and the pier top section are poured by adopting a mould hanging method, the pouring of the wet joints is completed, and the whole hole section box girder is connected into a whole:
wet joints among the first section box girder, the last section box girder and the pier top section are poured by adopting a die hanging method, the pouring of the wet joints is finished, and the whole hole section box girders are connected into a whole; the width of the wet joint is 15cm, and the wet joint is cast by a mould hanging method; the concrete construction steps are as follows:
(1C) roughening the contact surface;
(2C) the prestress corrugated pipe in the butt joint body ensures the smooth pipeline;
(3C) installing a wet joint template, wherein the chamfer template with the circular arc adopts a customized steel template, and the straight line section adopts a wood template;
(4C) pouring concrete;
(5C) maintaining wet joint concrete;
step 10: after the wet joint is poured, the external cables are stretched, and after the strength of the wet joint meets the stretching requirement, the external cables are stretched by adopting single stretching;
after the wet joint is poured, carrying out in-vitro cable stringing, and after the wet joint strength meets the tensioning requirement, carrying out in-vitro cable tensioning, wherein the in-vitro cable tensioning adopts single tensioning;
step 11: and (3) dismantling the supports, namely firstly, a sand-dropping cylinder is used for separating the assembled supports from the segmental box girder by about 10cm, and then the supports are dismantled from top to bottom in sequence.
The present invention is not limited to the above-described embodiments, and it will be apparent to those skilled in the art that various modifications and improvements can be made without departing from the principle of the present invention, and such modifications and improvements are also considered to be within the scope of the present invention. Those not described in detail in this specification are within the skill of the art.
Claims (10)
1. The assembling construction method of the prefabricated segment box girder support of the urban viaduct is characterized by comprising the following steps of: the assembling support is formed by assembling a support through a steel pipe pile distribution beam, the assembling support comprises an enlarged foundation, a steel pipe pile, a connecting system, a sand cylinder, a copying pad, a transverse distribution beam, a longitudinal distribution beam, a cushion block, a limiting device and an operating platform, after the assembling support is installed on site, a segmental box beam is hoisted in place through a crawler crane, and a three-way jack is installed in a positioning mode, and the concrete construction method is as follows:
(1) prefabricating an enlarged foundation, and processing and manufacturing a steel pipe pile, a connecting system, a transverse distribution beam, a longitudinal distribution beam, a shoveling pad and a cushion block;
(2) sequentially installing the expanded foundation, the steel pipe pile, the connecting system, the sand cylinder, the shoveling pad, the transverse distribution beam, the longitudinal distribution beam and the operation platform at the position of the on-site lofting expanded foundation, and installing the splicing support by adopting a truck crane; after the assembly support is installed, performing pressure test on the assembly support, eliminating inelastic deformation of the assembly support, and installing a limiting device after the pressure test of the assembly support is completed;
(3) the four three-way jacks are put in place according to the beam falling position of the section box beam, the first section box beam is hoisted by adopting a crawler crane, the first section box beam is adjusted to a design position by the three-way jacks after the first section box beam is hoisted in place, and then the three-way jacks are replaced by cushion blocks;
(4) installing a first section of box girder and a steel tooth ridge, a connecting piece and a stiff framework of a pier top section corresponding to the first section of box girder, welding a connecting plate, and locking the first section of box girder;
(5) hoisting the 2# section box girder, trial splicing the 2# section box girder, and operating the three-way jack to enable the 2# section box girder to integrally retreat by 15cm after the trial splicing is qualified;
(6) installing a steel tooth ridge, a 50T penetrating jack and a prestressed thick steel bar, coating epoxy resin glue on the glue splicing surface, operating a three-way jack to enable a 2# section box girder to move forwards by 15cm to a designed position, and applying temporary prestress for splicing;
(7) repeating the assembling process of the 2# section box girder, and sequentially completing the assembling of the rest section box girders until the whole hole assembling is completed;
(8) installing a tail section box girder and a steel tooth ridge, a connecting piece and a stiff framework of a pier top section corresponding to the tail section box girder, welding a connecting plate, and locking the tail section box girder;
(9) and wet joint construction: wet joints among the first section box girder, the last section box girder and the pier top section are poured by adopting a die hanging method, the pouring of the wet joints is finished, and the whole hole section box girders are connected into a whole;
(10) after the wet joint is poured, the external cables are stretched, and after the strength of the wet joint meets the stretching requirement, the external cables are stretched by adopting single stretching;
(11) and dismantling the supports, namely firstly using a sand-dropping cylinder to separate the assembled supports from the segmental box girder by about 10cm, and then sequentially dismantling the assembled supports from top to bottom.
2. The urban viaduct prefabricated segment box girder support assembling construction method according to claim 1, characterized in that: in the step (1), the expanded foundation is a reinforced concrete expanded foundation, the size of the foundation is 2m multiplied by 0.5m, and an annular steel plate is pre-embedded on the expanded foundation and used for fixing the steel pipe pile; the steel pipe pile is a phi 600 multiplied by 8mm steel pipe pile, the connection system is a phi 273 multiplied by 6mm pipe pile connection system, and the connection system adopts an assembly structure; the transverse distribution beam employs a bipedal 56b and the longitudinal distribution beam employs a three limb HM 588.
3. The urban viaduct prefabricated segment box girder support assembling construction method according to claim 1, characterized in that: in the step (2), before the foundation is enlarged, the bearing capacity of the foundation is measured, and the bearing capacity fpk of the foundation is required to be more than or equal to 150 kpa; the enlarged foundation and the steel pipe piles are fixed by the triangular stiffening plates, and each steel pipe pile is welded and fixed by 8 triangular stiffening plates and the embedded annular steel plates on the enlarged foundation.
4. The urban viaduct prefabricated segment box girder support assembling construction method according to claim 1, characterized in that: in the step (2), the specific steps of mounting the bracket are as follows:
(1A) installing an enlarged foundation, and leveling coarse sand in a shoveling cushion at the bottom of the enlarged foundation;
(2A) installing the steel pipe pile, wherein the verticality deviation of the steel pipe pile is controlled within 1%;
(3A) installing a connecting system;
(4A) retesting the pile top elevation of the steel pipe pile, adjusting the height of the sand cylinder according to the actually measured pile top elevation, and installing the sand cylinder;
(5A) installing a transverse distribution beam;
(6A) installing an operation platform;
(7A) installing a longitudinal distribution beam;
(8A) hoisting the concrete blocks, testing the pressure of the bracket, and removing the concrete blocks after the pressure testing is finished;
(9A) and installing a limiting device.
5. The urban viaduct prefabricated segment box girder support assembling construction method according to claim 1, characterized in that: in the step (3), the three-way jack has the characteristics that: the vertical nominal jacking force is 75t, and the working jacking distance is 200 mm; the nominal jacking force of the transverse bridge is 10t, and the working jacking distance is 50 mm; the nominal jacking force of the longitudinal bridge direction is 10t, and the working jacking distance is 300 mm; four three-way jacks are symmetrically arranged at the bottom of the segmental box girder, and the three-way jacks are all positioned right below the center of the segmental box girder web.
6. The urban viaduct prefabricated segment box girder support assembling construction method according to claim 1, characterized in that: in the step (3), in the positioning process of the first section of box girder, the operation mode of the three-way jack is as follows: and adjusting the elevation, adjusting the plane position, and measuring while adjusting until the segmental box girder is adjusted to the designed position.
7. The urban viaduct prefabricated segment box girder support assembling construction method according to claim 1, characterized in that: in the step (6), the steel tooth sill is formed by assembling and welding steel plates, is fixed with the segment box girder through high-strength bolts and is a temporary prestress tension anchor device.
8. The urban viaduct prefabricated segment box girder support assembling construction method according to claim 1, characterized in that: in the step (6), in the gluing and splicing process of the section box girder, a temporary prestress is applied through a 50T penetrating jack, so that the pressure of the spliced surface reaches about 0.35MPa, and the concrete construction steps are as follows:
(1B) mounting a steel tooth ridge;
(2B) installing a jack, and lengthening the prestressed thick steel bar;
(3B) coating epoxy resin glue on the glue-spliced surface, wherein the thickness of the glue is about 3 mm;
(4B) and operating the three-way jack, moving the segmental box girder forwards to the assembling position, and applying temporary prestress to assemble the segmental box girder.
9. The urban viaduct prefabricated segment box girder support assembling construction method according to claim 1, characterized in that: in the step (9), the width of the wet joint is 15cm, the wet joint is cast by adopting a mould hanging method, and the concrete construction steps are as follows:
(1C) roughening the contact surface;
(2C) butt joint of the longitudinal in-vivo prestressed corrugated pipes and guarantee the smoothness of the pipelines;
(3C) installing a wet joint template, wherein the chamfer template with the circular arc adopts a customized steel template, and the straight line section adopts a wood template;
(4C) pouring concrete;
(5C) and (5) maintaining the wet joint concrete.
10. The urban viaduct prefabricated segment box girder support assembling construction method according to claim 1, characterized in that: in the step (11), the support is removed by using a crane, wherein the longitudinal distribution beam and the transverse distribution beam are removed by using a method of pulling a crane from the side.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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| CN114687292A (en) * | 2022-04-08 | 2022-07-01 | 中铁大桥局集团第四工程有限公司 | A universal support that slides for land area bridge construction |
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| CN114457687A (en) * | 2022-01-27 | 2022-05-10 | 中铁大桥局集团第五工程有限公司 | Steel beam segment erecting device and method for erecting steel beam segments by adopting support supporting plates |
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| CN114687292A (en) * | 2022-04-08 | 2022-07-01 | 中铁大桥局集团第四工程有限公司 | A universal support that slides for land area bridge construction |
| CN115182255A (en) * | 2022-06-27 | 2022-10-14 | 中建八局第三建设有限公司 | Construction device and construction method for large-span variable-section hyperbolic reinforced concrete composite bridge |
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