CN114808654A - Fully-prefabricated assembled bridge and construction method thereof - Google Patents
Fully-prefabricated assembled bridge and construction method thereof Download PDFInfo
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- CN114808654A CN114808654A CN202210543767.3A CN202210543767A CN114808654A CN 114808654 A CN114808654 A CN 114808654A CN 202210543767 A CN202210543767 A CN 202210543767A CN 114808654 A CN114808654 A CN 114808654A
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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
- E01D1/00—Bridges in general
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
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Abstract
The invention discloses a fully prefabricated assembled bridge and a construction method thereof, wherein the fully prefabricated assembled bridge comprises tubular piles, bearing platforms, pier columns, capping beams and a bridge upper structure, the tubular piles are driven into the ground by a driving method or an implanting method, the bearing platforms are arranged at the upper ends of the tubular piles after the driving and inserting are finished, four tubular piles are arranged below each bearing platform, the upper parts of the bearing platforms are connected with the pier columns in an inserting mode, the lower parts of the capping beams are fixedly connected with the pier columns, the arrangement direction of the capping beams is vertical to the direction of a bridge, the capping beams are steel plate combination beam pier top capping beams or light T-beam pier top capping beams, the capping beams are provided with the bridge upper structure along the direction of the bridge, and the bridge upper structure is a narrow box combination beam, a steel plate combination beam or a light T-beam. The fully prefabricated assembled bridge has the advantages of simple structure, clear force transmission path and strong bearing capacity, and a construction platform is erected on a pile which is driven in advance, so that the whole process of each process of the fully prefabricated assembled bridge can be carried out in a movable and non-grounded parallel construction mode, and the construction efficiency is greatly improved.
Description
Technical Field
The invention relates to the technical field of assembly type bridges, in particular to a fully prefabricated assembly type bridge and a construction method thereof.
Background
In recent years, various large and oversize railway bridges are built successively, and some of the bridges are not applied to assembly type construction. The research and application of the domestic fabricated concrete bridge are later than foreign countries, along with the development of the economy of China in recent years, a large number of bridges are built, a plurality of new technologies and new processes are applied, more and more fabricated bridges appear, but no fully-prefabricated fabricated bridge is provided, and the fully-prefabricated fabricated bridge is a chance for the construction of a highway to step into a new step and is also a development direction of the future bridge.
The development of the fully prefabricated assembled bridge brings great convenience, most of bridge construction procedures are completed in a factory, the influence on the construction site environment is reduced to the maximum extent, the assembly type installation can shorten the construction period of the bridge, but the development of the assembled bridge in China is late, certain technical details are not mature, and the construction period is still long, so that the fully prefabricated assembled bridge and the construction method thereof are designed to solve the problems.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a fully prefabricated assembled bridge and a construction method thereof.
In order to achieve the purpose, the invention provides the following technical scheme: a full-prefabricated assembled bridge comprises tubular piles, bearing platforms, pier columns, capping beams and a bridge upper structure, wherein the tubular piles are driven into the ground by a driving method or an implanting method, the bearing platforms are arranged at the upper ends of the tubular piles after the driving is finished, four tubular piles are arranged below each bearing platform, the upper parts of the bearing platforms are connected with the pier columns in an inserting mode, the lower parts of the capping beams are fixedly connected with the pier columns, the arrangement direction of the capping beams is perpendicular to the direction of the bridge, the capping beams are steel plate combination beam pier top capping beams or light T beam pier top capping beams, the capping beams are provided with the bridge upper structure along the direction of the bridge, the bridge upper structure is a narrow box combination beam, a steel plate combination beam or a light T beam, when the bridge upper structure is the narrow box combination beam or the light T beam, the corresponding capping beams are the light T beam pier top capping beams, when the bridge upper structure is the steel plate combination beam, the corresponding capping beams are steel plate combination pier top beams, the tubular pile, the bearing platform, the pier stud, the cover beam and the upper structure of the bridge are all of a fully prefabricated structure.
Furthermore, reinforcing steel bars with the length consistent with the thickness of the bent cap are reserved at the upper end of the pier stud, metal corrugated pipes are reserved in the middle of the bent cap, and the metal corrugated pipes are matched with the implanted reinforcing steel bars in number and arrangement positions and are correspondingly spliced one by one.
A construction method of a fully prefabricated assembled bridge comprises the following steps:
s1, prefabricating a tubular pile, a cushion cap, a pier stud, a capping beam and an upper structure of the bridge according to design specifications, wherein the tubular pile and the pier stud are prefabricated by a centrifugal method;
s2, constructing the tubular pile by a driving method or an implanting method;
s3, constructing a bearing platform, wherein the bearing platform is hoisted by a crane during installation, so that the lower part of the bearing platform is fixedly connected with the tubular pile;
s4, constructing the pier stud, and hoisting the pier stud by using a crane during installation to fixedly connect the lower part of the pier stud with the bearing platform;
s5, constructing a bent cap, hoisting the bent cap by using a crane during installation, and fixedly connecting the lower part of the bent cap with the pier stud;
s6, constructing the upper part structure of the bridge, installing the upper part structure of the bridge above the capping beam through a crane, and finally pouring wet joint concrete among the upper part structures of the bridge, wherein the upper part structure of the bridge adopts three structures of a narrow box combination beam, a steel plate combination beam and a light T-shaped beam, and the light T-shaped beam is erected by using a full-width erection process;
s7, repeating the steps 1) to 6) in sequence, and then continuously completing the construction of the fully prefabricated assembled bridge forwards.
Furthermore, the concrete grade of the precast tubular pile is C80, the steel bars are prestressed steel bars with the tensile strength not less than 1420MPa, the length of the single-section tubular pile is 7-15m, and the modulus of the single-section tubular pile is increased progressively by 1 m.
Further, the cushion cap is of a hollow cup-shaped structure, and the size is as follows: 3 x 2 m.
Further, the specification of the pier column is as follows: the hollow cylindrical structure has the outer diameter of 1.2m, the inner diameter of 0.7m and the wall thickness of 0.25m, and the strength grade of the precast concrete is C80.
Furthermore, when the capping beam is a steel plate composite beam pier top capping beam, the size is 1.8 × 1m, and C40 concrete is poured; the capping beam is a lightweight T-beam pier top capping beam, with a dimension of 4.8 x 1.9 x 1.4 m.
Further, the construction method of the prefabricated capping beam comprises the following steps:
a1 skeleton installation, when the lashing reinforcing bar, the crosspoint of reinforcing bar adopts the ligature silk ligature to be firm, the ligature adopts the 8 font mode crisscross ligature that changes the wire winding direction point by point, the iron wire that the ligature used should be incurved, must not stretch into the protective layer; the overlap joint length of the HPB235 steel bars for binding the steel bars is not less than 25d, the overlap joint length of the HRB steel bars is not less than 35d, the overlap joint length of the HRB400 steel bars and the RRB400 steel bars is not less than 45d, carbon dioxide arc welding is adopted for welding a steel bar framework, double-sided welding is adopted for welding joints, and the arrangement number of cushion blocks is not less than 4 per square meter;
a2 template installation, steel reinforcement framework installation by using gantry crane, after installation, corrugated pipe positioning is carried out by using corrugated pipe positioning steel bars, and after installation, mould assembly is carried out manually by using rotating screws; the prefabricated cover beam template adopts a shaped steel mould, a coating agent is coated before the template is used, and the template is erected after the binding of a steel reinforcement framework is finished and embedded parts such as embedded steel bars, embedded steel plates and corrugated pipes are installed;
a3 concrete pouring, wherein the concrete pouring is carried out in a layered continuous pushing mode, and a construction joint cannot be left at will; vibrating after pouring, adopting an inserted vibrator to vibrate concrete, avoiding randomly encrypting vibration points or leaking vibration, wherein the vibration time of each point is based on surface slurry spreading or no large bubble, the vibration of the inserted vibrator adopts layered vibration, fixed-point vibration, fast insertion and slow pulling, insertion points are uniformly arranged and move point by point, avoiding leaking vibration, the moving distance is not more than 1.5 times of the action radius of the vibrator, the lower layer is inserted for 5-10cm when the upper layer is vibrated, so as to eliminate the seam between the two layers, and the vibration time interval is not more than the initial setting time of the lower layer concrete;
a4 maintenance and storage, after form removal, carrying out later stage moist maintenance to the newly exposed concrete rapidly, covering or wrapping the exposed concrete by geotextile, watering and maintaining, wherein the maintenance time is not less than 7 d.
Furthermore, before concrete is poured, a designated specially-assigned person carefully checks the positions and the number of the cushion blocks of the steel bar protective layer and the fastening degree of the template, the bracket, the steel bar and the embedded part, the cushion blocks on the side surface and the bottom surface of the member are at least 4/m 2, and the iron wire heads for binding the cushion blocks and the steel bar cannot extend into the protective layer.
Further, the mounting method of the cover beam comprises the following steps:
b1 leveling layer construction, rechecking the prefabricated pier top elevation before construction, cleaning the splicing surface of the pier top, laying a grout blocking template after cleaning, leveling, laying a C50 epoxy mortar leveling layer with the thickness of 2cm, and sprinkling water to the pier top for wetting before mortar laying;
b2, transporting the components, wherein the prefabricated components can be transported after the concrete strength of the prefabricated components reaches 90% of the design strength, and transporting the components from a prefabrication site to the construction site by using a vehicle;
b3 component installation, when the bent cap is assembled, use the crawler crane to hoist the bent cap to and stop descending when being greater than 10cm from pier stud reinforcing bar top surface, use artifical assistance-localization real-time, after the accurate counterpoint, slowly put down the bent cap, pier stud upper end is reserved the reinforcing bar and is inserted in the inside corrugated metal pipe of bent cap, pegs graft the back, is grouted corrugated metal pipe one by one.
Furthermore, the metal corrugated pipe, the stirrup and the anchoring steel bar are manufactured into an integral module and then are arranged in the cover beam steel bar cage.
Compared with the prior art, the invention has the beneficial effects that: the fully prefabricated assembled bridge and the construction method thereof have the following advantages:
1. the fully prefabricated assembled bridge has a simple structure, a definite force transmission path and strong bearing capacity, and a construction platform is erected on a pile which is driven in advance, so that the movable and non-falling parallel construction of all the procedures of the fully prefabricated assembled bridge can be realized, and the construction efficiency is greatly improved; in addition, a trestle and an access way do not need to be built around the bridge in the construction operation process, so that the damage of the construction operation to the original environment around the bridge is reduced.
2. The tubular pile adopts two methods of a driving method and an implanting method, and the pier column is prefabricated by a centrifugal method and is installed by a crane; the bent cap is prefabricated by using a rotary hinge type template, so that the mounting and dismounting of a gantry crane are avoided, and the productivity is released.
Drawings
FIG. 1 is a front view of a fully prefabricated assembled bridge of the present invention;
FIG. 2 is a schematic side view of a fully prefabricated assembled bridge of the present invention;
FIG. 3 is a schematic view of a tubular pile structure reinforcement in the present invention;
FIG. 4 is a schematic structural view of the platform of the present invention;
FIG. 5 is a schematic view of the construction of the bent cap of the present invention;
fig. 6 is a schematic top view of the capping beam of the present invention.
In the figure: 1 tubular pile, 2 cushion caps, 3 pier columns, 4 capping beams and 5 bridge superstructure.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the detailed description and specific examples, while indicating the preferred embodiment of the invention, are intended for purposes of illustration only and are not intended to limit the scope of the invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments of the present invention without making any creative effort, shall fall within the protection scope of the present invention.
It is noted that relational terms such as "first" and "second," and the like, may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The features and properties of the present invention are described in further detail below with reference to examples.
Referring to fig. 1-6, the present invention provides the following technical solutions:
as shown in fig. 1-2, a fully prefabricated bridge comprises tubular piles 1, bearing platforms 2, pier studs 3, capping beams 4 and a bridge superstructure 5, wherein the tubular piles 1 are driven into the ground by a driving method or an implanting method, the bearing platforms 2 are arranged at the upper ends of the tubular piles 1 after the driving is finished, four tubular piles 2 are arranged below each bearing platform 1, the upper parts of the bearing platforms 2 are spliced with the pier studs 3, the lower parts of the capping beams 4 are fixedly connected with the pier studs 3, the arrangement direction of the capping beams 4 is perpendicular to the direction of the bridge, the capping beams 4 are steel plate composite beam pier top capping beams or light T-beam pier top capping beams, the capping beams 4 are provided with the bridge superstructure 5 along the direction of the bridge, the bridge superstructure 5 is a narrow box composite beam, a steel plate composite beam or a T-beam, when the bridge superstructure 5 is a narrow box composite beam or a light T-beam, the corresponding capping beams 4 are light T-beam pier capping beams, and when the bridge superstructure 5 is a steel plate composite beam, the corresponding capping beam 4 is a steel plate composite beam pier top capping beam, the tubular pile 1, the bearing platform 2, the pier stud 3, the capping beam 4 and the bridge superstructure 5 are all of a fully prefabricated structure, and in the embodiment, the bridge superstructure 5 is a light T-beam.
Wherein, the reinforcing bar that length and bent cap 4 thickness are unanimous is reserved to pier stud 3 upper end, also reserves the corrugated metal pipe in the middle of bent cap 4, and the corrugated metal pipe just corresponds the grafting with the quantity and the setting position adaptation of implanting the muscle one-to-one.
A construction method of a fully prefabricated assembled bridge utilizes the construction platform, and comprises the following steps:
s1, respectively prefabricating a tubular pile 1, a cushion cap 2, a pier stud 3, a cover beam 4 and a bridge superstructure 5 according to design specifications, wherein the tubular pile 1 and the pier stud 3 are prefabricated by a centrifugal method;
s2, constructing the tubular pile 1, wherein the tubular pile 1 is constructed by a driving method or an implanting method;
s3, constructing a bearing platform 2, and hoisting the bearing platform 2 by using a crane during installation to fixedly connect the lower part of the bearing platform 2 with the tubular pile 1;
s4, constructing the pier stud 3, and hoisting the pier stud 3 by using a crane during installation to ensure that the lower part of the pier stud 3 is fixedly connected with the bearing platform 2;
s5, constructing a bent cap 4, hoisting the bent cap 4 by using a crane during installation, and fixedly connecting the lower part of the bent cap 4 with the pier stud 3;
s6, constructing a bridge superstructure 5, installing the bridge superstructure 5 above the capping beams 4 through a crane, and finally pouring wet joint concrete among the bridge superstructure 5, wherein the bridge superstructure 5 adopts three structures of narrow box combination beams, steel plate combination beams and light T-beams, and the light T-beams are erected by using a full-width erection process;
s7, repeating the steps 1) to 6) in sequence, and continuously completing the construction of the fully prefabricated bridge forward.
As shown in fig. 3, the precast tubular pile 1 has a concrete grade of C80, the steel bars are prestressed steel bars with a tensile strength of not less than 1420MPa, the length of a single section of tubular pile is 7-15m, and the modulus of the single section of tubular pile is increased progressively by 1 m.
As shown in fig. 4, the platform 2 is a hollow cup-shaped structure, and the size: 3 x 2 m.
Wherein, the specification of pier stud 3: the hollow cylindrical structure has the outer diameter of 1.2m, the inner diameter of 0.7m and the wall thickness of 0.25m, and the strength grade of the precast concrete is C80.
When the capping beam 4 is a steel plate composite beam pier top capping beam, the size is 1.8 × 1m, and C40 concrete is poured.
Another example, as shown in fig. 5-6, is the dimension 4.8 x 1.9 x 1.4m when the capping beam 4 is a lightweight T-beam pier-top capping beam.
In step S1, the construction method of the precast capping beam 4 includes the following steps:
a1 skeleton installation, the processing of reinforcing bar is finished in the standardized reinforcing bar processing field, when the reinforcing bar is bound, the intersection of the reinforcing bar is bound firmly by adopting a binding wire, the binding is staggered and bound by adopting an 8-shaped mode of changing the wire winding direction point by point, the iron wire used for binding is bent inwards and does not extend into the protective layer; reinforcement overlap joint length HPB235 reinforcing bar overlap joint length is not less than 25d, HRB reinforcing bar overlap joint length is not less than 35d, HRB400, RRB400 reinforcing bar overlap joint length is not less than 45d, carbon dioxide arc welding is adopted in the welding of steel reinforcement skeleton, and welded joint adopts double-sided welding. The number of the cushion blocks is not less than 4 per square meter;
a2 template installation, steel reinforcement framework installation by using gantry crane, after installation, corrugated pipe positioning is carried out by using corrugated pipe positioning steel bars, and after installation, mould assembly is carried out manually by using rotating screws; the prefabricated cover beam template adopts a shaped steel mould, a coating agent is coated before the template is used, and the template is erected after the binding of a steel reinforcement framework is finished and embedded parts such as embedded steel bars, embedded steel plates and corrugated pipes are installed; the bent cap is prefabricated by using a hinge type template with a rotating screw, so that the assembly and disassembly of a gantry crane can be avoided, the installation and positioning of the template can be accelerated, and the consumption of manual and mechanical resources can be reduced;
a3 concrete pouring, before concrete pouring, a designated person carefully checks the positions and the number of cushion blocks of a steel bar protective layer and the fastening degree of a template, a support, a steel bar and an embedded part, the cushion blocks on the side surface and the bottom surface of a component are at least 4/m 2, the iron wire heads for binding the cushion blocks and the steel bar cannot extend into the protective layer, the concrete pouring is carried out in a layered continuous pushing mode, and construction joints cannot be reserved randomly; vibrating after pouring, adopting an inserted vibrator to vibrate concrete, avoiding randomly encrypting vibration points or leaking vibration, wherein the vibration time of each point is based on surface slurry spreading or no large bubble, the vibration of the inserted vibrator adopts layered vibration, fixed-point vibration, fast insertion and slow pulling, insertion points are uniformly arranged and move point by point, avoiding leaking vibration, the moving distance is not more than 1.5 times of the action radius of the vibrator, the lower layer is inserted for 5-10cm when the upper layer is vibrated, so as to eliminate the seam between the two layers, and the vibration time interval is not more than the initial setting time of the lower layer concrete;
a4 maintenance and storage, after the form is removed, the newly exposed concrete is quickly subjected to later stage wet maintenance, the exposed concrete is covered or wrapped by geotextile, watering maintenance is carried out, and the maintenance time is not less than 7 d.
After prefabrication, the mounting method of the bent cap 4 comprises the following steps:
b1 leveling layer construction, rechecking the prefabricated pier top elevation before construction, cleaning the splicing surface of the pier top, laying a grout blocking template after cleaning, leveling, laying a C50 epoxy mortar leveling layer with the thickness of 2cm, and sprinkling water to the pier top for wetting before mortar laying;
b2, transporting the components, wherein the prefabricated components can be transported after the concrete strength of the prefabricated components reaches 90% of the design strength, and transporting the components from a prefabrication site to the construction site by using a vehicle;
b3 component installation, when bent cap 4 is assembled, use the crawler crane to hoist bent cap 4 and stop descending when being greater than 10cm from the pier stud 3 reinforcing bar top surface, use artifical assistance-localization real-time, after the accurate counterpoint, slowly put down bent cap 4, pier stud 3 upper end is reserved the reinforcing bar and is inserted in the inside metal bellows of bent cap 4, peg graft the back, grout one by one to metal bellows, grouting equipment should adopt special grouting equipment, high-strength no shrink cement grout material should prepare the test block when mixing thick liquid, should prepare not less than 3 groups corresponding every concatenation position, test 7 days and 28 days age compressive strength respectively.
The metal corrugated pipe, the stirrups and the anchoring steel bars are manufactured into an integral module and then are arranged in the bent cap reinforcement cage, the installation and positioning allowable deviation of the metal corrugated pipe is +/-2 mm, the hoisting hanging point of the bent cap 4 reinforcement cage is locally reinforced, various embedded parts such as a hanging point embedded part required by a bent cap 4 finished product, an embedded part for field regulation equipment, a support embedded part and the like are installed, a steel template is adopted on the side surface of the template of the bent cap 4, and the steel template meets the requirements on rigidity, bearing capacity and stability.
Before concrete pouring, the metal corrugated pipe should be positioned again for inspection, and the allowable deviation is +/-2 mm; at the same time, the elevation and the levelness of the surface of the pedestal are retested, and the allowable deviation of the elevation is +/-1 mm; the allowable deviation of the levelness is +/-1 mm/m; the concrete of the bent cap 4 is poured once, the spatial dimension of the bent cap 4 and the positioning of the metal corrugated pipe are retested after the bent cap is prefabricated, and all the allowable deviation is +/-2 mm.
It should be noted that the steel plate composite beam pier top capping beam, the light T-beam pier top capping beam, the narrow box composite beam, the steel plate composite beam and the light T-beam disclosed in the embodiment are all common technologies in building engineering, have disclosed composition structures and principles, and can be freely configured according to actual application scenarios.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. The utility model provides a full prefabricated assembled bridge which characterized in that: including tubular pile (1), cushion cap (2), pier stud (3), bent cap (4) and bridge superstructure (5), tubular pile (1) adopts and squeezes into the underground or the method of implanting is inserted into, cushion cap (2) set up tubular pile (1) upper end after inserting and beating to finish, every cushion cap (1) below sets up four tubular piles (2), cushion cap (2) top is pegged graft with pier stud (3), bent cap (4) lower part and pier stud (3) fixed connection, and bent cap (4) set up the direction perpendicular with the bridge direction, bent cap (4) are steel sheet combination beam pier top bent cap or light-duty T roof beam pier bent cap, bent cap (4) are gone up and are provided with bridge superstructure (5) along the bridge direction, bridge superstructure (5) are narrow case combination beam, steel sheet combination beam or light-duty T roof beam, when superstructure (5) are narrow case combination beam or T roof beam, the corresponding bent cap (4) is a light T-shaped beam pier top bent cap, when the bridge superstructure (5) is a steel plate composite beam, the corresponding bent cap (4) is a steel plate composite beam pier top bent cap, and the tubular pile (1), the bearing platform (2), the pier stud (3), the bent cap (4) and the bridge superstructure (5) are all of a fully prefabricated structure.
2. The fully prefabricated assembled bridge according to claim 1, wherein: the upper end of each pier column (3) is reserved with a steel bar with the length consistent with the thickness of the cover beam (4), a metal corrugated pipe is reserved in the middle of the cover beam (4), and the metal corrugated pipe is matched with the implanted steel bars in number and arrangement position and is spliced in a one-to-one correspondence manner.
3. The construction method of a fully prefabricated assembly type bridge according to claim 1 or 2, wherein: the method comprises the following steps:
s1, prefabricating the tubular pile (1), the bearing platform (2), the pier stud (3), the cover beam (4) and the bridge superstructure (5) according to design specifications, wherein the tubular pile (1) and the pier stud (3) are prefabricated by a centrifugal method;
s2, constructing the tubular pile (1), wherein the tubular pile (1) is constructed by a driving method or an implanting method;
s3, constructing a bearing platform (2), wherein the bearing platform (2) is hoisted by a crane during installation, so that the lower part of the bearing platform (2) is fixedly connected with the tubular pile (1);
s4, constructing the pier stud (3), and hoisting the pier stud (3) by using a crane during installation to fixedly connect the lower part of the pier stud (3) with the bearing platform (2);
s5, constructing a bent cap (4), hoisting the bent cap (4) by using a crane during installation, and fixedly connecting the lower part of the bent cap (4) with the pier stud (3);
s6, constructing a bridge superstructure (5), installing the bridge superstructure (5) above the capping beams (4) through a crane, and finally pouring wet joint concrete among the bridge superstructure (5), wherein the bridge superstructure (5) adopts three structures of narrow box combination beams, steel plate combination beams and light T beams, and the light T beams are erected by using a full-width erection process;
s7, repeating the steps 1) to 6) in sequence, and then continuously completing the construction of the fully prefabricated assembled bridge forwards.
4. The construction method of the fully prefabricated assembly type bridge according to claim 3, wherein: the concrete grade of the precast tubular pile (1) is C80, the steel bars are prestressed steel bars with the tensile strength not less than 1420MPa, the length of a single-section tubular pile is 7-15m, and the modulus of the single-section tubular pile is increased progressively by 1 m.
5. The construction method of the fully prefabricated assembly type bridge according to claim 3, wherein: cushion cap (2) are hollow cup structure, size: 3 x 2 m.
6. The construction method of the fully prefabricated assembly type bridge according to claim 3, wherein: specification of the pier stud (3): the hollow cylindrical structure has the outer diameter of 1.2m, the inner diameter of 0.7m and the wall thickness of 0.25m, and the strength grade of the precast concrete is C80.
7. The construction method of the fully prefabricated assembly type bridge according to claim 3, wherein: when the capping beam (4) is a steel plate combined beam pier top capping beam, the size is 1.8 × 1m, and C40 concrete is poured; the capping beam is a lightweight T-beam pier top capping beam, with a dimension of 4.8 x 1.9 x 1.4 m.
8. The construction method of the fully prefabricated assembly type bridge according to claim 3, wherein: the construction method of the prefabricated capping beam (4) comprises the following steps:
a1 skeleton installation, when the lashing reinforcing bar, the crosspoint of reinforcing bar adopts the ligature silk ligature to be firm, the ligature adopts the 8 font mode crisscross ligature that changes the wire winding direction point by point, the iron wire that the ligature used should be incurved, must not stretch into the protective layer; the overlap joint length of the HPB235 steel bars for binding the steel bars is not less than 25d, the overlap joint length of the HRB steel bars is not less than 35d, the overlap joint length of the HRB400 steel bars and the RRB400 steel bars is not less than 45d, carbon dioxide arc welding is adopted for welding a steel bar framework, double-sided welding is adopted for welding joints, and the arrangement number of cushion blocks is not less than 4 per square meter;
a2 template installation, steel reinforcement framework installation by using gantry crane, after installation, corrugated pipe positioning is carried out by using corrugated pipe positioning steel bars, and after installation, mould assembly is carried out manually by using rotating screws; the prefabricated cover beam template adopts a shaped steel mould, a coating agent is coated before the template is used, and the template is erected after the binding of a steel reinforcement framework is finished and embedded parts such as embedded steel bars, embedded steel plates and corrugated pipes are installed;
a3 concrete pouring, wherein the concrete pouring is carried out in a layered continuous pushing mode, and a construction joint cannot be left at will; vibrating after pouring, adopting an inserted vibrator to vibrate concrete, avoiding randomly encrypting vibration points or leaking vibration, wherein the vibration time of each point is based on surface slurry spreading or no large bubble, the vibration of the inserted vibrator adopts layered vibration, fixed-point vibration, fast insertion and slow pulling, insertion points are uniformly arranged and move point by point, avoiding leaking vibration, the moving distance is not more than 1.5 times of the action radius of the vibrator, the lower layer is inserted for 5-10cm when the upper layer is vibrated, so as to eliminate the seam between the two layers, and the vibration time interval is not more than the initial setting time of the lower layer concrete;
a4 maintenance and storage, after the form is removed, the newly exposed concrete is quickly subjected to later stage wet maintenance, the exposed concrete is covered or wrapped by geotextile, watering maintenance is carried out, and the maintenance time is not less than 7 d.
9. The construction method of a fully prefabricated assembled bridge according to claim 8, wherein: before concrete is poured, a designated specially-assigned person carefully checks the positions and the number of cushion blocks of a steel bar protective layer and the fastening degree of a template, a bracket, a steel bar and an embedded part, the cushion blocks on the side surface and the bottom surface of a member are at least 4/m 2, and the iron wire heads for binding the cushion blocks and the steel bar cannot extend into the protective layer.
10. The construction method of the fully prefabricated assembly type bridge according to claim 3, wherein: method for mounting a capping beam (4), comprising the steps of:
b1 leveling layer construction, rechecking the prefabricated pier top elevation before construction, cleaning the splicing surface of the pier top, laying a grout blocking template after cleaning, leveling, laying a C50 epoxy mortar leveling layer with the thickness of 2cm, and sprinkling water to the pier top for wetting before mortar laying;
b2, transporting the components, wherein the prefabricated components can be transported after the concrete strength of the prefabricated components reaches 90% of the design strength, and transporting the components from a prefabrication site to the construction site by using a vehicle;
b3 component installation, when bent cap (4) were assembled, use crawler crane to hoist bent cap (4) and stop descending when being greater than 10cm from pier stud (3) reinforcing bar top surface, use artifical assistance-localization real-time, after the accurate counterpoint, put down bent cap (4) slowly, pier stud (3) upper end is reserved the reinforcing bar and is inserted in the inside corrugated metal pipe of bent cap (4), pegs graft the back, is in milk one by one to corrugated metal pipe.
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