CN113802459A

CN113802459A - Bridge construction method and bridge

Info

Publication number: CN113802459A
Application number: CN202111073708.6A
Authority: CN
Inventors: 黄森华; 何海; 吴海平; 魏文龙; 柳湘婧
Original assignee: Guangdong communication Planning and Design Institute Group Co Ltd
Current assignee: Guangdong communication Planning and Design Institute Group Co Ltd
Priority date: 2021-09-14
Filing date: 2021-09-14
Publication date: 2021-12-17

Abstract

The invention relates to a bridge construction method and a bridge. The bridge new construction method comprises the steps of prefabricating a whole-span main beam and a pier with a capping beam; closing road traffic, and moving and transporting the prefabricated whole-span main beam and the pier with the capping beam; firstly, the prefabricated whole-span main beam is moved to the position of a bridge position to support the whole-span main beam, and then the pier with the capping beam is moved to the lower part of the whole-span main beam; prefabricating and assembling a pier with a capping beam and a bearing platform positioned at a bridge position; and the whole span main beam is placed on the cover beam. For the whole span main beam which is orthogonal to oblique crossing, the pier beam cooperation synchronous construction method is adopted, the long edge of the whole span main beam is not hindered by the pier in the moving and transporting advancing direction, and the smooth completion of the newly-built bridge construction is ensured. Meanwhile, the assembly construction speed can be increased, and the construction efficiency is improved. In addition, the bridge construction method only needs to temporarily seal traffic in the process of moving the whole span main beam and bridge piers, so that the traffic sealing time is shortened, and the influence of bridge construction on road traffic operation is reduced.

Description

Bridge construction method and bridge

Technical Field

The invention relates to the technical field of civil engineering, in particular to a bridge construction method and a bridge.

Background

In the process of building a new bridge, the construction of the bridge pier is completed at the position of the bridge position, and then each beam is hoisted on the bent cap of the bridge pier in a split manner by adopting a bridge girder erection machine. For bridge construction of an upper-span highway, construction such as hanging and installation of each beam needs to close road traffic, and if the road traffic closing time is too long, serious traffic jam is easily caused. In order to reduce the influence of on-site direct hoisting of box girders on the highway operated by the current situation as much as possible, the construction process of the upper part of the SPMT module vehicle whole-span transfer is adopted in the current domestic projects, and when the bridge new construction method is adopted for construction, the orthogonal-to-oblique-crossing non-standard precast girders are obstructed by the finished bridge piers and capping girders on the whole-span transfer path, so that the new construction of the bridge cannot be finished. Therefore, a new construction process suitable for orthogonal-to-diagonal nonstandard precast beams is needed.

Disclosure of Invention

Based on the above, a bridge construction method and a bridge are needed to be provided, which are suitable for the construction of the orthogonal-to-oblique non-standard precast beam and ensure the smooth completion of the bridge construction; and moreover, the traffic closing time can be shortened, the assembly construction speed is accelerated, and the newly-built construction efficiency of the bridge is improved.

A bridge new construction method comprises the following steps:

prefabricating a whole span main beam and a pier with a capping beam;

closing road traffic, and moving and transporting the prefabricated whole-span main beam and the pier with the capping beam;

firstly, the prefabricated whole-span main beam is moved to the position of a bridge position to support the whole-span main beam, and then the pier with the capping beam is moved to the lower part of the whole-span main beam;

prefabricating and assembling a pier with a capping beam and a bearing platform positioned at a bridge position;

and the whole span main beam is placed on the cover beam.

In one embodiment, before the step of prefabricating and assembling the pier with the capping beam and the bearing platform at the bridge location, the method further comprises the following steps of:

and constructing a pile foundation and a bearing platform at the position of the bridge, and embedding a grouting connecting cylinder and a positioning device of the main reinforcement in the bearing platform.

In one embodiment, the precast pier with capping beams comprises:

the integral structure of the construction bent cap and the pier is prefabricated, anchoring connecting ribs which are used for being connected with the bearing platform in an embedded mode are embedded in the pier, and the anchoring connecting ribs extend downwards to the lower end face of the pier.

In one embodiment, the prefabricated whole span girder comprises:

prefabricating a slicing beam;

in the prefabricated field, hang on the hunchback support and establish installation burst roof beam to carry out the construction after counterpointing to burst roof beam, the whole construction of striding the girder of completion that collapses.

In one embodiment, in the prefabricated site, hang installation burst roof beam on the hunchback roof beam support to carry out construction after counterpointing to burst roof beam, the whole construction of caving in and accomplishing whole girder of striding, include:

hanging the splitting beam to a camel beam support, and aligning the splitting beam on the camel beam support;

after the alignment of the split beams is finished, the split beams are connected by adopting cast-in-place wet seams and transverse clapboards;

and (4) performing the construction of an integrated layer and a guardrail on the top of the segmented beam.

In one embodiment, the precast split beam includes: and reinforcing the reinforcing bars at the corresponding positions of the split beams according to the positions of the support points of the hump beam support.

In one embodiment, the landing of the main span girder on the cover beam comprises:

mounting a height-adjustable support and a temporary support at the top of the bent cap, and adjusting the elevation of the temporary support to enable the whole span main beam to be erected on the temporary support;

adjusting the bridge deck elevation of the whole span main beam;

grouting the support base stone of the height-adjustable support base to complete the construction of the permanent support base;

and (5) putting the whole span main beam on a permanent support.

In one embodiment, the installing of the height-adjustable support and the temporary support on the top of the bent cap and the adjusting of the elevation of the temporary support allow the whole span main beam to be landed on the temporary support comprises:

after the whole-span main beam is positioned, the height of the whole-span main beam is reduced, so that the whole-span main beam is contacted with the temporary support;

observing the contact condition of the bottom of the main beam of the whole span and the temporary support;

and if the bottom of the whole span main beam is in contact with the temporary support, unloading partial dead load of the whole span main beam, and checking the contact condition.

In one embodiment, if the bottom of the whole span main beam is contacted with the top of the temporary support, the self load of the whole span main beam is unloaded in a grading way until the whole span main beam falls on the temporary support.

In one embodiment, the step of installing an adjustable height support and a temporary support on the top of the capping beam and adjusting the elevation of the temporary support to mount the whole span main beam on the temporary support further includes:

if the bottom of the whole span main beam is empty from the top of the temporary support, measuring the height of a gap between the bottom of the whole span main beam and the top of the temporary support;

jacking the whole-span main beam until the whole-span main beam is completely separated from the temporary support, and plugging and cushioning by adopting a steel plate with the same size as the temporary support;

and the whole span main beam is placed on the temporary support in a grading manner.

In one embodiment, the adjusting the deck elevation of the whole span main girder comprises:

a jack is arranged at the top of the capping beam, and the whole span main beam is jacked by the jack, so that the height of the temporary support is reduced;

adjusting the height of the jack to enable the whole span main beam to reach a preset elevation;

and (3) tightly attaching the temporary support to the bottom of the whole span main beam, and relieving the pressure of the jack to enable the whole span main beam to be placed on the temporary support again.

jacking the whole span main beam through a jack, and dismantling the temporary support;

and (4) decompressing the jack, so that the whole span main beam falls on the permanent support of the cover beam.

A bridge is constructed by adopting the bridge new construction method.

According to the bridge new construction method and the bridge, the prefabrication of the whole span girder and the pier with the capping beam is completed in the prefabrication and assembly chemical plant. And then, closing road traffic, firstly moving the whole span main beam to the position of a bridge position, then moving the pier with the capping beam to the lower part of the whole span main beam, and finally prefabricating and assembling the whole span main beam and the pier. Therefore, for the whole span main beam with orthogonal rotation and oblique crossing, the method of 'pier beam cooperation' synchronous construction is adopted, the long edge of the whole span main beam is not hindered by the pier in the moving and transporting advancing direction, and the smooth completion of the newly built bridge is ensured. Meanwhile, the bridge construction method can also accelerate the assembling construction speed and improve the bridge construction efficiency. In addition, compared with a common bridge construction method, particularly for bridge construction of an upper-span highway, the bridge construction method only needs to temporarily seal traffic in the process of moving and transporting a whole-span main beam and a pier with a capping beam, so that the traffic sealing time is shortened, and the influence of bridge construction on road traffic operation is reduced.

Drawings

The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention.

In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.

Fig. 1 is a flowchart of a bridge construction method according to an embodiment of the present invention;

FIG. 2 is a schematic structural diagram of a laminated beam according to an embodiment of the present invention;

FIG. 3 is a structural diagram of a module vehicle-moving whole span main beam according to an embodiment of the invention;

FIG. 4 is a cross-sectional view of the modular cart transport span main beam shown in FIG. 3;

fig. 5 is a schematic structural view of a pier prefabricated and assembled on a bearing platform with a capping beam according to an embodiment of the invention;

FIG. 6 is a schematic structural view of a whole span main girder landing frame on a temporary support according to an embodiment of the invention;

FIG. 7 is a schematic view of adjusting the elevation of the bridge deck according to an embodiment of the present invention;

FIG. 8 is a schematic view of the grouting of the heightening support stones according to one embodiment of the present invention;

fig. 9 is a schematic structural view of a permanent support of the whole span main girder landing on the cover girder according to an embodiment of the invention.

Reference numerals: 10. a main beam is spanned; 11. slicing the beam; 12. a diaphragm plate; 13. a guardrail; 14. a long side; 20. a bridge pier; 21. a capping beam; 22. pier studs; 30. a permanent support; 31. a temporary support; 32. a jack; 33. a support base cushion stone; 40. a bow-beam support; 50. a module vehicle; 60. a bearing platform; 70. pile foundation.

Detailed Description

In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in detail below. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. This invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein.

In order to realize the quick new construction of the bridge, the inventor of the application continuously considers that, in the process of the new construction of the orthogonal-to-oblique non-standard precast beam, because the long edge 14 of the orthogonal-to-oblique non-standard precast beam is on the inner side of the moving and transporting advancing direction, if the construction of the pier 20 is completed firstly and then the main beam is transported, the main beam is blocked in the moving and transporting advancing direction and cannot be realized.

Referring to fig. 1, fig. 3 and fig. 4, a bridge building method according to an embodiment of the present invention includes the following steps:

s10, prefabricating a whole span main beam 10 and a pier 20 with a capping beam 21;

specifically, the pier 20 with the capping beam 21 includes a pier stud 22 and the capping beam 21 integrally formed on the top of the pier stud 22.

S20, closing road traffic, and moving and transporting the prefabricated whole span main beam 10 and the pier 20 with the capping beam 21;

s30, firstly, moving the prefabricated whole-span main beam 10 to the position of a bridge position, supporting the whole-span main beam 10, and then moving the pier 20 with the capping beam 21 to the lower part of the whole-span main beam 10;

s40, prefabricating and assembling the pier 20 with the bent cap 21 and the bearing platform 60 positioned at the bridge position;

and S50, putting the whole span main beam 10 on the bent cap 21.

In the bridge newly-building method, the prefabrication of the whole-span main beam 10 and the pier 20 with the capping beam 21 is completed in a prefabrication and assembly chemical plant. Then, road traffic is closed, the whole span main beam 10 is moved to the position of a bridge position, the pier 20 with the capping beam 21 is moved to the lower part of the whole span main beam 10, and finally the whole span main beam 10 and the pier 20 are prefabricated and assembled. In this way, for the entire span main girder 10 with orthogonal-diagonal rotation, the method of the "pier-girder cooperation" synchronous construction is adopted, so that the long side 14 of the entire span main girder 10 is not obstructed by the pier 20 in the moving and transporting advancing direction, and the smooth completion of the new construction of the bridge is ensured. Meanwhile, the bridge construction method can also accelerate the assembling construction speed and improve the bridge construction efficiency. In addition, compared with the common bridge construction method, particularly for the bridge construction of an upper-span expressway, the bridge construction method only needs to temporarily seal traffic in the process of moving the whole-span main beam 10 and the piers 20 with the capping beams 21, so that the traffic sealing time is shortened, and the influence of the bridge construction on road traffic operation is reduced.

It should be noted that the bridge new construction method is not only applicable to the orthogonal, oblique and cross whole span main girder 10, but also applicable to the orthogonal whole span main girder 10 and the oblique, oblique and orthogonal whole span main girder 10. Specifically, the orthogonal and skew orthogonal whole span main beam 10 is not hindered by the pier 20 during the moving process, and the pier-beam cooperation synchronous construction method may not be adopted, but the pier-beam cooperation synchronous construction method may also be adopted in order to accelerate the construction progress and reduce the influence on the road traffic operation.

In the step S20 of transferring the prefabricated whole span girder 10 and the pier 20 with the cap girder 21 in the closed road traffic, referring to fig. 3 and 4, the prefabricated whole span girder 10 and the pier 20 with the cap girder 21 are transferred using a self-propelled hydraulic module transfer cart (SPMT). Specifically, the self-propelled hydraulic module transport vehicle is provided with a support tool for supporting the whole-span main beam 10 and the pier 20 with the capping beam 21, and can support the whole-span main beam 10 and the pier 20 with the capping beam 21 to complete the movements of jacking, translation, rotation, descending and the like. Of course, in other embodiments, other types of transportation vehicles can be used to transport the entire span main beam 10, and the invention is not limited thereto.

In one embodiment, referring to fig. 5, before step S40, the method further includes the steps of: and constructing a pile foundation 70 and a bearing platform 60 at the position of the bridge, and embedding a grouting connecting cylinder and a positioning device of a main rib in the bearing platform 60. In particular, the positioning means are steel dies. After the pier 20 is moved to the position above the bearing platform 60, the accurate positioning of the pier 20 and the bearing platform 60 is realized through a positioning device; after the positioning of the pier 20 is completed, grouting operation is performed on the bearing platform 60 and the pier 20 through the grouting connecting cylinder, so that the pier 20 and the bearing platform 60 are stably and reliably connected, the bearing platform 60 and concrete at the bottom of the pier 20 are connected into a whole, and the overall strength of a bridge lower part structure is enhanced.

It should be noted that the step of constructing the pile foundation 70 and the cap 60 may be performed simultaneously with the step S10 of prefabricating the main beam 10 of the entire span, or the pile foundation 70 and the cap 60 may be constructed during the process of transporting the main beam 10 of the entire span and the pier 20, which can improve the efficiency of newly constructing the bridge and accelerate the construction progress. The construction of the pile foundation 70 and the cap 60 is not limited to any specific step, and the construction of the pile foundation 70 and the cap 60 may be completed before the step S40 of prefabricating the assembled pier 20 and the entire span main beam 10.

Further, referring to fig. 5, the step S10 of prefabricating the pier 20 with the capping beams 21 includes: the integral structure of the construction capping beam 21 and the pier 20 is prefabricated, and an anchoring connecting rib for connecting with the bearing platform 60 is embedded in the pier 20 and extends downwards to the lower end face of the pier 20. It should be noted that, the number and the strength level of the anchoring connection ribs may be selected according to actual requirements, and are not specifically limited herein. After moving the pier 20 to the position above the bearing platform 60, the pier 20 and the bearing platform 60 are accurately positioned, then the pier 20 is primarily connected with the bearing platform 60 through the anchoring connecting ribs, and then grouting operation is performed through the grouting connecting cylinders so as to strengthen the connection between the pier 20 and the bearing platform 60. In the process of newly building a bridge, prefabrication of the integral structure of the whole-span main beam 10, the capping beam 21 and the pier 20 is completed in a prefabrication and assembly chemical plant, and then the integral structure of the whole-span main beam 10, the capping beam 21 and the pier 20 is moved to a bridge site for assembly, so that traffic is temporarily sealed only in the process of moving the whole-span main beam 10 and the pier 20 with the capping beam 21, the traffic sealing time is shortened, and the influence of newly building the bridge on road traffic operation is reduced.

In one embodiment, referring to fig. 2, in step S10 of prefabricating the entire span girder 10, the method includes the following steps:

and S11, prefabricating the laminated beam 11.

Optionally, the split beam 11 is a split box beam, a T-beam, a hollow slab, or the like, which is not limited thereto. In this embodiment, the segmented beam 11 is a prestressed concrete box beam, and compared with the whole span main beam 10 assembled by steel box beams or steel-concrete composite beams, the quick new construction of the prestressed concrete box beam has better economic benefit.

S12, in the prefabricating site, hanging and installing the split beam 11 on the camel beam bracket 40, carrying out construction after aligning the split beam 11, and completing the construction of the main beam 10 of the whole collapse.

Therefore, the segmented beams 11 are prefabricated in a prefabricated assembly chemical plant, the plurality of segmented beams 11 are aligned and then prefabricated and assembled to complete the construction of the whole-span main beam 10, the whole-span main beam 10 is moved to the position of a bridge location, and the whole-span main beam 10 and the bridge pier 20 are prefabricated and assembled. Compared with the whole span main beam 10 constructed in situ at the bridge site, the method of the embodiment can shorten the traffic closing time and reduce the influence of the newly constructed bridge on the road traffic operation. Meanwhile, the assembly construction speed can be increased, and the bridge construction efficiency is improved.

Further, in the prefabricated site, the step S12 of hanging and installing the split beam 11 on the camel beam bracket 40, performing post-alignment construction on the split beam 11, and completing the construction of the main beam 10 of the whole collapse includes the following steps:

s121, hanging the split beam 11 to the hump beam support 40, and aligning the split beam 11 on the hump beam support 40.

It should be noted that, after the split beam 11 is hung to the camel beam bracket 40, the split beam 11 is accurately aligned according to the design elevation.

Different camel beam supports 40 are constructed according to the bearing stress points of the split beams 11, for example, different camel beam supports 40 are designed according to the orthogonal and oblique main beams 10 of the whole span, and the camel beam supports 40 are assembled in the field of the moving path.

And S122, after the split beams 11 are aligned, connecting the split beams 11 by adopting cast-in-place wet seams and transverse clapboards 12.

And S123, constructing an integrated layer and a guardrail 13 on the top of the segmented beam 11, and completing the prefabrication construction of the whole span main beam 10.

Thus, the steps are adopted to complete the prefabrication construction of the main beam 10 of the whole span, such as hoisting the segmented beam 11, the cast-in-place integrated layer, the guardrail 13 and the like on the camel beam bracket 40. For the new construction of the bridge over the highway, the traffic is only required to be temporarily closed in the process of moving and transporting the whole span main beam 10 and the bridge piers 20, the road traffic closing time is shortened, and the influence of bridge construction on road operation is reduced. Meanwhile, the assembly construction speed can be increased, and the bridge construction efficiency is improved.

Further, in step S11 of prefabricating the segment beam 11, it includes:

and S111, reinforcing the reinforcing ribs at the corresponding positions of the split beams 11 according to the positions of the supporting points of the hump beam bracket 40.

The reinforcing bars of the split beams 11 are reinforced by the reinforcing bars of the transverse partition plates 12, the longitudinal connecting bars of the top surfaces of the split beams 11 and the reinforcing bars of the integral layers of the split beams 11, so that the split beams 11 can meet the stress requirements in the moving process.

In addition, a transverse diaphragm 12, for example, an end transverse diaphragm 12 and a middle transverse diaphragm 12, may be disposed at a position of the split beam 11 corresponding to the support point, so as to improve the torsional stability of the split beam 11, increase the transverse rigidity of the cross section of the split beam 11, and limit the distortion stress of the split beam 11.

In this embodiment, four rows of main ribs are disposed along the lower edge of the diaphragm 12, and two rows of main ribs are disposed along the upper edge of the diaphragm. The top that divides piece roof beam 11 to correspond diaphragm 12 adds a row of longitudinal reinforcement to the main muscle of the reinforcing bar of will the integration layer increases to 16 mm. Thus, the split beam 11 can meet the stress requirement in the moving process.

In one embodiment, referring to fig. 6 to 9, in step S50, the step of landing the entire span main beam 10 on the bent cap 21 specifically includes the following steps:

s51: the top of the bent cap 21 is provided with a height-adjustable support and a temporary support 31, and the elevation of the temporary support 31 is adjusted, so that the whole span main beam 10 is placed on the temporary support 31.

S52: and adjusting the bridge deck elevation of the whole span main beam 10.

S53: grouting the support cushion 33 of the adjustable support to complete the construction of the permanent support 30.

S54: the entire span main beam 10 is dropped on the permanent support 30.

So, effectively prevent to appear the phenomenon that the support is come to nothing after whole span girder 10 falls to put on a shelf, prolong permanent support 30's life, avoid the roof beam body, bridge floor, expansion joint etc. to receive the damage, effectively guarantee the security of driving a vehicle.

In step S53, the method includes the steps of: and S531, arranging a template around the periphery of the support base cushion stone 33, and pouring high-strength epoxy mortar into a space enclosed by the template to finish the construction of the permanent support base 30. Therefore, the permanent support 30 is in full contact with the leveling cushion block of the whole span main beam 10, and the moisture preservation and maintenance are realized.

Further, referring to fig. 6 to 9, in step S51, installing an adjustable height bracket and a temporary support 31 on the top of the capping beam 21, and adjusting the elevation of the temporary support 31, so that the entire span main beam 10 falls on the temporary support 31, the method includes the following steps:

s511, after the whole-span main beam 10 is positioned, reducing the height of the whole-span main beam 10, enabling the whole-span main beam 10 to be in contact with the temporary support 31, and observing the contact condition of the bottom of the whole-span main beam 10 and the temporary support 31;

and S512, if the bottom of the whole span main beam 10 is in contact with the temporary support 31, unloading partial self-weight load of the whole span main beam 10, and checking the contact condition. Optionally, the deadweight load of 25% of the entire span main beam 10 is unloaded.

So, can ensure that every interim support 31 does not have the separation phenomenon with the girder 10 of strideing entirely, just so can guarantee that the girder 10 of strideing entirely falls to erect behind the permanent support 30 of bent cap 21, and permanent support 30 does not have the phenomenon of coming to nothing, effectively prolongs the life of permanent support 30, avoids the roof beam body, bridge floor, expansion joint etc. to receive the damage, effectively guarantees the security of driving a vehicle.

When it should be noted that, the positioning of the main girder 10 of the entire span means that the supporting points at the bottom of the main girder 10 correspond to the supporting points of the cover beam 21 after the main girder 10 of the entire span is moved to the bridge location.

In the present embodiment, the module cart 50 is used to move the entire span main beam 10. After the main girder 10 of the whole span is positioned, the height of the module vehicle 50 is slowly and synchronously lowered until the main girder 10 of the whole span is contacted with the temporary support 31. If four corners at the bottom of the main beam 10 are in contact with the temporary supports 31, the oil pressure of the module vehicle 50 is reduced, the dead weight load of the main beam 10 is unloaded by 25%, and the contact condition is checked.

Further, referring to fig. 6 to 9, in step S51, installing the height-adjustable support and the temporary support 31 on the top of the capping beam 21, and adjusting the elevation of the temporary support 31 to allow the entire span main beam 10 to be landed on the temporary support 31, the method further includes the following steps:

s513, if the space between the bottom of the whole span main beam 10 and the top of the temporary support 31 is empty, measuring the height of the gap between the bottom of the whole span main beam 10 and the top of the temporary support 31; jacking the whole-span main beam 10 until the whole-span main beam 10 is completely separated from the temporary support 31, and plugging and cushioning by adopting a steel plate with the same size as the temporary support 31; the whole span main beam 10 is arranged on the temporary support 31 in a grading way. Therefore, the phenomenon of no void between the whole span main beam 10 and the temporary support 31 is effectively ensured.

Further, referring to fig. 6 to 9, in step S51, installing the height-adjustable support and the temporary support 31 on the top of the capping beam 21, and adjusting the elevation of the temporary support 31, so that the entire span main beam 10 falls on the temporary support 31, the method specifically includes the following steps:

and S514, if no gap exists between the bottom of the whole span main beam 10 and the top of the temporary support 31, unloading in a grading manner until the whole span main beam 10 falls on the temporary support 31. So, effectively guarantee to entirely stride and do not have the evacuation phenomenon between girder 10 and the temporary support 31, just so can guarantee to entirely stride girder 10 and drop to erect in the permanent support 30 back of bent cap 21, permanent support 30 does not have the evacuation phenomenon to effectively prolong permanent support 30's life, avoid the roof beam body, bridge floor, expansion joint etc. to receive the damage, effectively guarantee the security of driving a vehicle.

In one embodiment, referring to fig. 6 to 9, in the step S52 of adjusting the deck level of the entire span main beam 10, the method specifically includes the following steps:

s521: a jack 32 is arranged at the top of the cover beam 21, the whole span main beam 10 is jacked up through the jack 32, and the height of the temporary support 31 is reduced;

s522: adjusting the height of the jack 32 to enable the whole span main beam 10 to reach a preset elevation;

s523: the temporary support 31 is tightly attached to the bottom of the whole span main beam 10, and the jack 32 is decompressed, so that the whole span main beam 10 falls on the temporary support 31 again. Therefore, the bridge deck can be adjusted to a proper elevation through the steps, and the construction requirements are met.

Specifically, in step S521, lowering the height of the temporary stand 31 includes the steps of: the temporary support 31 is a steel structure with nested inside and outside of fine sand of a filling machine, and the purpose of reducing the height of the temporary support 31 is achieved by opening a valve of an outer steel sleeve to flow out certain fine sand.

In one embodiment, referring to fig. 6 to 9, in step S54, the method specifically includes the following steps:

s541: jacking the whole span main beam 10 through a jack 32, and removing the temporary support 31;

s542: the jacks 32 are decompressed, so that the whole span main beam 10 falls on the permanent support 30 of the cover beam 21. In this way, the whole span girder 10 is landed on the permanent support 30, and the assembly of the bridge and the cover beam 21 is completed.

In one embodiment, after the step S50 of landing the entire span main girder 10 on the bent cap 21, the method specifically includes the following steps:

s60: the expansion joint, the bridge deck pavement and the related auxiliary facilities are carried out on the whole span main girder 10. Thus, the damage of the bridge superstructure due to climate temperature changes is effectively prevented by performing expansion joint treatment on the entire span main beam 10. And, the bridge deck is paved and the related auxiliary facilities are constructed, so that the construction of the bridge can be completed.

According to the bridge provided by the embodiment of the invention, the construction of the bridge is completed by adopting the bridge newly building method provided by any embodiment.

The bridge is prefabricated in a prefabricated assembly chemical plant to complete the whole span girder 10 and the pier 20 with the capping beam 21. Then, road traffic is closed, the whole span main beam 10 is moved to the position of a bridge position, the pier 20 with the capping beam 21 is moved to the lower part of the whole span main beam 10, and finally the whole span main beam 10 and the pier 20 are prefabricated and assembled. In this way, for the entire span main girder 10 with orthogonal-diagonal rotation, the method of the "pier-girder cooperation" synchronous construction is adopted, so that the long side 14 of the entire span main girder 10 is not obstructed by the pier 20 in the moving and transporting advancing direction, and the smooth completion of the new construction of the bridge is ensured. Meanwhile, the bridge construction method can also accelerate the assembling construction speed and improve the bridge construction efficiency. In addition, compared with the common bridge construction method, particularly for the bridge construction of an upper-span expressway, the bridge construction method only needs to temporarily seal traffic in the process of moving the whole-span main beam 10 and the piers 20 with the capping beams 21, so that the traffic sealing time is shortened, and the influence of the bridge construction on road traffic operation is reduced.

In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, and are not intended to indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and are not to be considered limiting of the invention.

Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.

In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.

In the present invention, unless otherwise expressly stated or limited, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through an intermediate. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.

It will be understood that when an element is referred to as being "secured to" or "disposed on" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "vertical," "horizontal," "upper," "lower," "left," "right," and the like as used herein are for illustrative purposes only and do not denote a unique embodiment.

The technical features of the embodiments described above may be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the embodiments described above are not described, but should be considered as being within the scope of the present specification as long as there is no contradiction between the combinations of the technical features.

The above-mentioned embodiments only express several embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.

Claims

1. A bridge new construction method is characterized by comprising the following steps:

prefabricating a whole span main beam and a pier with a capping beam;

and the whole span main beam is placed on the cover beam.

2. The bridge construction method according to claim 1, wherein the step of prefabricating and assembling the pier with the capping beam and the bearing platform at the bridge position further comprises the following steps:

3. The bridge construction method according to claim 2, wherein the prefabricating of the pier with the capping beam comprises the following steps:

4. The bridge new construction method according to claim 1, wherein the prefabricated whole span girder comprises:

prefabricating a slicing beam;

in the prefabricated place, hang on the hunchback support and establish installation burst roof beam to carry out the construction after counterpointing to burst roof beam, whole stride the construction of accomplishing whole girder of striding.

5. The bridge newly-built method according to claim 4, wherein in the prefabricated site, the split beam is hung and installed on the camel beam support, the split beam is constructed after being aligned, and the whole span completes the construction of the whole span main beam, including:

6. The bridge new construction method according to claim 5, wherein the prefabricated split beam comprises: and reinforcing the reinforcing bars at the corresponding positions of the split beams according to the positions of the support points of the hump beam support.

7. The bridge new construction method according to any one of claims 1 to 6, wherein the step of landing the whole span girder on the capping beam comprises the following steps:

adjusting the bridge deck elevation of the whole span main beam;

and (5) putting the whole span main beam on a permanent support.

8. The method for newly building a bridge according to claim 7, wherein the steps of installing height-adjustable supports and temporary supports on the top of the capping beam, and adjusting the elevation of the temporary supports to enable the whole span main beam to be landed on the temporary supports comprise:

9. The bridge new construction method according to claim 8, wherein if the bottom of the whole span girder is contacted with the top of the temporary support, the self-load of the whole span girder is unloaded in stages until the whole span girder falls on the temporary support.

10. The method of claim 8, wherein the height-adjustable support and the temporary support are installed on the top of the cover beam, and the elevation of the temporary support is adjusted, so that the whole span main beam falls on the temporary support, further comprising:

11. The method for newly constructing a bridge according to claim 7, wherein the step of adjusting the deck elevation of the whole span girder comprises the following steps:

12. The method for building a new bridge according to claim 11, wherein the step of landing the whole span girder on the capping beam comprises the following steps:

13. A bridge, characterized in that the construction of the bridge is completed by the bridge new construction method according to any one of claims 1 to 12.