CN113931052A

CN113931052A - Anti-seismic bridge structure and construction method thereof

Info

Publication number: CN113931052A
Application number: CN202111434777.5A
Authority: CN
Inventors: 孙智慧; 孙迎新
Original assignee: China Third Metallurgical Group Co Ltd
Current assignee: China Third Metallurgical Group Co Ltd
Priority date: 2021-11-29
Filing date: 2021-11-29
Publication date: 2022-01-14

Abstract

The invention discloses a quakeproof bridge structure and a construction method thereof, wherein the quakeproof bridge structure comprises a bridge abutment, wherein upright columns are respectively cast at the bottoms of two ends of the bridge abutment, a plurality of upright columns are arranged, the upright columns are uniformly distributed at equal intervals to form the bottom of the bridge abutment, a pier is cast at the bottom of each upright column, bearing beams are respectively cast at two sides of the bottom of each pier, stabilizing steel bars are cast in the bearing beams, and reinforcing fillers are respectively cast at two ends of the outer part of each bearing beam; secondary side plates and main side plates are installed at the top of the bridge abutment respectively, the secondary side plates are arranged at two ends of the top of the bridge abutment respectively, and the main side plates are arranged between the two secondary side plates. According to the invention, the module formed by the main side plate and the secondary side plate is driven into the bridge abutment by the screw pile, and cement is poured for fixation, so that the traditional reinforced concrete construction mode is replaced by a modular construction mode, the working efficiency of the shockproof bridge during construction and construction is improved, and the construction cost is indirectly saved.

Description

Anti-seismic bridge structure and construction method thereof

Technical Field

The invention relates to the technical field of bridge construction, in particular to a quakeproof bridge structure and a construction method thereof.

Background

The quakeproof bridge is a structure which is generally erected on rivers, lakes and seas and enables vehicles, pedestrians and the like to smoothly pass through, in order to adapt to the modern high-speed developed traffic industry, the bridge is also extended to be a building which is erected to span mountain stream, unfavorable geology or meet other traffic requirements and enable traffic to be more convenient, the bridge generally consists of an upper structure, a lower structure, a support and an auxiliary structure, and the upper structure is also called a bridge span structure and is a main structure for crossing obstacles.

The major part of the bridge that takes precautions against earthquakes on the market adopts reinforced concrete structure as the bridge, but when some spans are less, the also less bridge of car volume of passing adopts this kind of bridge main part, can lead to the construction loaded down with trivial details, the longer problem of construction cycle, provides a novel device for this and in order to solve the problem that above-mentioned exists.

Disclosure of Invention

The invention aims to provide a quakeproof bridge structure and a construction method thereof, and aims to solve the problems in the background technology.

In order to achieve the purpose, the invention provides the following technical scheme: a quakeproof bridge structure comprises a bridge abutment, wherein upright columns are respectively cast at the bottoms of two ends of the bridge abutment, a plurality of upright columns are uniformly distributed at equal intervals to form the bottom of the bridge abutment, piers are cast at the bottoms of the upright columns, bearing beams are respectively cast at two sides of the bottom of each pier,

the inside of the bearing beam is cast with a stable steel bar, and the two ends of the outside of the bearing beam are respectively cast with reinforcing fillings;

the top of the bridge abutment is respectively provided with a secondary side plate and a main side plate, the secondary side plates are respectively arranged at two ends of the top of the bridge abutment, and the main side plate is arranged between the two secondary side plates;

the bridge deck pavement layer has all been pour at the top of secondary plate and main sideboard, the guardrail has been built respectively to the both sides at bridge deck pavement layer top, fixed mound has been built respectively at bridge deck pavement layer top both ends.

Furthermore, spiral pile holes are formed in two ends of the top of the bridge abutment respectively, threaded piles are installed at two ends of the tops of the main side plate and the secondary side plate respectively, the spiral pile holes are matched with the threaded piles, and the bridge abutment is fixed with the main side plate through the spiral pile holes, the threaded piles and the secondary side plate.

Furthermore, the main side plate and the secondary side plate are both fixedly poured with cover beams, and the cover beams and the bridge abutment are fixed through spiral pile holes and threaded piles.

A construction method of a quakeproof bridge structure comprises the following construction processes of foundation pit trimming, concrete cushion layer template installation, cushion layer concrete pouring, column pier template installation and concrete pouring.

Further, the installation of the column pier template comprises measurement lofting, installation of a side template, concrete pouring, demolding and maintenance.

Further, the measurement lofting means that an integral number of reference elevations, for example, 4.000m to 5.000m, are measured at the side of the pier using a leveling instrument, then inverted triangle marks are drawn out using red paint, the column elevation of each pier is measured using a steel tape, and standard lines of the coping bottom die are drawn out using oil pens at both sides of the pier.

Furthermore, the installation of the side template refers to the manual installation of the side template and the end template by matching a crane, the side template of the cover beam adopts a 1.0 x 1.5m shaped steel mould, the end template adopts a 2cm thick wood mould, and the side template is assembled by the size of side concrete according to the cover beam.

Compared with the prior art, the invention has the beneficial effects that:

according to the anti-seismic bridge structure and the construction method thereof, the module formed by the main side plate and the secondary side plate is driven into the bridge abutment by the aid of the threaded piles, and cement is poured for fixation, so that the traditional reinforced concrete building mode is replaced by a modular building mode, the working efficiency of the anti-seismic bridge during construction and construction is improved, and the construction cost is indirectly saved.

According to the shockproof bridge structure and the construction method thereof, the reinforcing filler is added outside the bearing beam, the fixing piers are arranged at the top of the bridge abutment, so that the whole weight of the bridge is increased, meanwhile, the main side plate and the secondary side plate which are arranged inside the bridge can increase the bearing area of the bridge floor, and the shockproof bearing capacity of the shockproof bridge is higher than that of other structures in actual use.

Drawings

FIG. 1 is an isometric view of the present invention;

FIG. 2 is an internal structural view of the present invention;

FIG. 3 is a main sectional view of the present invention;

FIG. 4 is a flow chart of the construction of the present invention;

fig. 5 is a flow chart of the installation of the pier template of the present invention.

In the figure: 1. a spandrel girder; 2. reinforcing and filling; 3. a column; 4. a bridge pier; 5. stabilizing the reinforcing steel bar; 6. an abutment; 7. fixing the pier; 8. a guardrail; 9. a bridge deck pavement layer; 10. a spiral pile hole; 11. a secondary side plate; 12. a main side plate; 13. a capping beam; 14. and (4) screwing piles.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

It should be noted that in the description of the present invention, the terms "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience of description and simplification of description, and do not indicate or imply that the referred device or element must have a specific orientation, be configured in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention.

Further, it will be appreciated that the dimensions of the various elements shown in the figures are not drawn to scale, for ease of description, and that the thickness or width of some layers may be exaggerated relative to other layers, for example.

It should be noted that like reference numerals and letters refer to like items in the following figures, and thus, once an item is defined or illustrated in one figure, it will not need to be further discussed or illustrated in detail in the description of the following figure.

As shown in fig. 1-3, the present invention provides a technical solution: a quakeproof bridge structure comprises a bridge abutment 6, wherein upright columns 3 are respectively cast at the bottoms of two ends of the bridge abutment 6, a plurality of upright columns 3 are uniformly distributed at equal intervals to form the bottom of the bridge abutment 6, bridge piers 4 are cast at the bottoms of the upright columns 3, bearing beams 1 are respectively cast at two sides of the bottoms of the bridge piers 4,

the inside of the spandrel girder 1 is poured with a stable reinforcing steel bar 5, and the two ends of the outside of the spandrel girder 1 are respectively poured with reinforcing fillers 2;

the top of the bridge abutment 6 is respectively provided with a secondary side plate 11 and a main side plate 12, the secondary side plates 11 are respectively arranged at two ends of the top of the bridge abutment 6, and the main side plate 12 is arranged between the two secondary side plates 11;

bridge deck pavement layer 9 has all been pour at the top of secondary sideboard 11 and main sideboard 12, and guardrail 8 has been built respectively to the both sides at bridge deck pavement layer 9 top, and fixed mound 7 has been built respectively at bridge deck pavement layer 9 top both ends.

Spiral pile holes 10 are formed in two ends of the top of the bridge abutment 6 respectively, threaded piles 14 are installed at two ends of the tops of the main side plate 12 and the secondary side plate 11 respectively, the spiral pile holes 10 are matched with the threaded piles 14, and the bridge abutment 6 is fixed with the main side plate 12 through the spiral pile holes 10, the threaded piles 14 and the secondary side plate 11.

The main side plate 12 and the secondary side plate 11 are both fixedly cast with a cover beam 13, and the cover beam 13 and the bridge abutment 6 are fixed through the spiral pile hole 10 and the thread pile 14.

It should be noted that, in the embodiment provided by the present application, the module composed of the primary side plate 12 and the secondary side plate 11 is driven into the interior of the abutment 6 by the screw pile 14, and the cement is poured for fixing, so that the traditional reinforced concrete construction method is replaced by the modular construction method, the working efficiency of the earthquake-proof bridge during construction and construction is improved, and the construction cost is indirectly saved.

As shown in fig. 4-5, the present invention provides a technical solution: a construction method of a quakeproof bridge structure comprises the steps of foundation pit trimming, concrete cushion formwork installation, cushion concrete pouring, column pier formwork installation and concrete pouring.

The installation of the column pier template comprises measurement lofting, installation of a side template, concrete pouring, demolding and maintenance.

In the embodiments provided in the present application, the lofting is measured by measuring an integral number of reference elevations, such as 4.000m and 5.000m, on the side surface of the pier 4 with a leveling instrument, marking an inverted triangle mark with red paint, measuring the column elevation (and the bottom surface elevation of the capping beam) of each pier 4 with a steel tape, and marking a standard line of the bottom die of the capping beam on both sides of the pier 4 with a pen-oil pen.

The method is characterized in that concrete laitance on the top of the pier is removed manually according to the elevation, and the elevation of the concrete surface is 2-3 cm higher than that of the bottom surface of the capping beam 13; cleaning loose concrete, washing dust on the pier top with clear water, measuring the center coordinates of the pier with a total station, and marking with red paint or steel nails.

It should be further noted that in the embodiment provided by the present application, by adding the reinforcing filler 2 on the outer portion of the load-bearing beam 1, the arrangement of the fixing piers 7 on the top of the bridge abutment can increase the overall weight of the bridge, and the primary side plate 12 and the secondary side plate 11 arranged inside the bridge can increase the bearing area of the bridge deck, so that the earthquake-proof bridge has higher earthquake-proof bearing capacity than other structures in practical use.

In the embodiment provided by the application, the installation of the side die plates refers to the manual installation of the side die and the end die by matching a crane, the side die of the cover beam 13 adopts a 1.0 × 1.5m sizing steel die, the end die adopts a 2cm thick wood die, and the side die is formed by assembling side concrete according to the size of the cover beam 13.

In the embodiment provided by the application, the concrete pouring means that the concrete is poured after the template is qualified through inspection. After the concrete is transported to the site by a mixer truck, the concrete is directly discharged into a hopper and hoisted by a crane for warehousing.

It should be further noted that in the embodiments provided in the present application, the installation of the bottom die of the capping beam 13 and the fabrication and installation of the steel reinforcement cage of the capping beam 13 may be performed between the installation sideforms.

It should be emphasized that the installation of the bottom mold of the capping beam 13 means that 10 × 10cm square timber beams are symmetrically laid on the longitudinal beams, wherein the space between the square timber beams is 25cm, the length of the square timber is 4.0m, and the two sides are arranged in a staggered manner, and in addition, the bottom of the square timber beam is adjusted by adopting a timber wedge to adjust the elevation,

and a bottom die of the capping beam 13 adopts a 193 × 91.5 × 2cm inlet wood template, the axis and the side line of the capping beam are measured after the bottom die is installed, the elevation of the bottom die is retested and corrected, and in addition, the bottom die is arranged by paying attention to the pre-camber of 15mm reserved at the position of the pier column spacing 1/2.

And the manufacturing and installation of the bent cap 13 steel reinforcement framework are that the steel reinforcement framework is manufactured into a framework mold by angle steel or steel reinforcement according to the design size in a processing field, and the splicing construction of the framework piece can be carried out only after the mold is checked and accepted.

It should be noted that, the steel reinforcement framework piece is transported to the vicinity of the bent by a transport vehicle, then the binding of the steel reinforcement framework is carried out, and then the whole framework is hung on the bottom die by a crane.

In the embodiment provided by the application, the concrete is horizontally poured in a layered mode, the thickness of each layer of poured concrete is about 30cm, when the concrete is poured, the concrete is poured from the top of a pier column to the middle, cantilever parts at two ends are poured afterwards, the concrete is poured symmetrically as much as possible, the concrete on the top surface of the cover beam 13 is required to be subjected to twice slurry collection and surface plastering, and what needs to be emphasized is that when the concrete is poured, a special person is responsible for observing the deformation conditions of a bottom die, a side die, I-steel and a hoop, and if abnormality is found, the concrete is timely processed.

It should be noted that, in the embodiment provided by the present application, the impurities in the formwork are cleaned and the wet concrete joint surface is washed with water before the concrete is poured, and the concrete is compacted by vibration, the height of the top surface is strictly controlled according to the height of the standard line, and the error is controlled within ± 5 mm.

It is emphasized that the pre-embedded bolts are protected in the concrete pouring and vibrating process, the concrete is covered and watered for curing after initial setting, and the curing time is not less than 7 days.

In the embodiment provided by the application, demolding and curing refer to removing the side mold after the concrete reaches a certain strength, it should be noted that in the embodiment provided by the application, the bottom mold can be removed only after the concrete strength reaches 90% of the designed strength and is not less than 7 days, curing refers to covering and watering curing by geotextile, and it needs to be emphasized that in the embodiment provided by the application, the curing time is not less than 7 days.

It should be noted that in the examples provided in the present application, a ready-mixed mortar is required, and the following points are required to be noticed for the ready-mixed mortar:

firstly, the building method is correct, the hollow bricks with staggered joints up and down and serious corner drop are not suitable for use.

Secondly, the horizontal mortar joint is not more than 15mm, the mortar is full and straight, and the vertical joint is filled with the mortar.

And thirdly, building three-skin solid bricks on the ground or the floor, building the hollow brick wall to the position below the beam or the floor slab, obliquely building and tightly extruding the solid bricks, and filling the solid bricks with mortar.

Fourthly, the hollow brick wall is provided with constructional columns, ring beams, lintels or cast-in-place concrete strips according to the design requirements.

Fifthly, various reserved holes, embedded parts and the like are set according to design requirements, so that post chiseling is avoided.

And sixthly, building two sides of the hollow brick wall, the door and the window frame by using solid bricks, wherein each side is not less than 240 mm.

Seventh, corner and handing-over department build by laying bricks or stones simultaneously, must not keep straight raft, and oblique raft height is not more than 1.2 m.

And eighth, when the pull-through line is built, the wall is built, hung and leaned, so that the wall is vertical and flat, and the wall is not allowed to be repaired by smashing bricks.

It should also be emphasized that the following criteria are to be met in the mortar production of the brick base and the use of the brick base.

First, the strength grade of the tile must be retested to meet design requirements and should be wetted by watering 1-2 days in advance. The water content is preferably 10% to 15%.

And secondly, cleaning and clearing the masonry part, and screeding the masonry part with the surface flatness exceeding 1.5cm by using fine aggregate concrete.

Thirdly, the building form of the brick wall is a plum blossom cube type, the building method is a mortar paving method, and the mortar paving length of the brick wall is not more than 750 mm.

And fourthly, setting a leather number rod at the corner of the wall and the joint of the constructional column and the wall body during building, wherein the leather number rod is vertically placed on pre-made mortar with fixed horizontal elevation, and the top leather brick and the bottom brick of the wall body are built.

Fifthly, at the cross handing-over department of brick wall, should indulge the horizontal wall building of partition skin and lead to, it should be noted that the perps of handing-over department interior angle should stagger 1/4 brick length from top to bottom, and the corner of brick wall and handing-over department should be built simultaneously, should be left as to what can not build simultaneously and rub length should not be less than the 2/3 of the height of rubbing one side.

Sixthly, the widths of the horizontal mortar joint and the vertical mortar joint of the brick wall are preferably 10mm, the mortar plumpness of the horizontal mortar joint which is not less than 8mm and not more than 12mm is not less than 80%, the transparent joint, the dead joint and the false joint are not caused by adopting a squeezing method or a prize adding method for the vertical joint, and the water flushing grouting and the crack pouring are not strictly used.

Seventh, the crossing over department of wall body and constructional column should keep somewhere tooth raft and drawknot muscle, need emphasize that tooth raft is kept somewhere from every layer of post angle, moves back earlier and advances, and the drawknot muscle that uses in addition is 2 phi 6.5 reinforcing bars, and its interval must not exceed 500mm along the wall height, needs further to explain that wherein the reinforcing bar buries the length and calculates from the stay raft of wall, and length is not less than 1000 mm. The length of the extension into the constructional column is 200mm, and the tail end of the extension is hooked by 90 degrees.

Eighthly, cleaning floating ash and sundries on the wall body after the wall body is built, wherein the floating ash and the sundries comprise floor ash and floating ash in the constructional column.

It should be further explained that before the anti-seismic bridge is built, a building site is cleaned and sprayed with water to be wet, then the sidelines and the door opening positions of the wall body are designed according to a design drawing to be lofted, the vertical side lines of the wall are bounced well on the structural wall columns, and it is noted that the water content of the building blocks is controlled to be below 15% during construction, the building blocks are watered and wetted 24 hours before the building, and the building surface is saturated and dry.

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

1. A quakeproof bridge structure comprises a bridge abutment (6) and is characterized in that; the bottom of the two ends of the abutment (6) is respectively poured with a plurality of columns (3), the bottoms of the abutment (6) are uniformly distributed at equal intervals, the bottom of the column (3) is poured with piers (4), two sides of the bottom of each pier (4) are respectively poured with bearing beams (1),

the inside of the bearing beam (1) is poured with a stable steel bar (5), and the two ends of the outside of the bearing beam (1) are respectively poured with reinforcing fillers (2);

the top of the bridge abutment (6) is respectively provided with a secondary side plate (11) and a main side plate (12), the secondary side plates (11) are respectively arranged at two ends of the top of the bridge abutment (6), and the main side plate (12) is arranged between the two secondary side plates (11);

bridge deck pavement layer (9) have all been pour at the top of secondary sideboard (11) and main sideboard (12), guardrail (8) have been built respectively to the both sides at bridge deck pavement layer (9) top, anchor block (7) have been built respectively at bridge deck pavement layer (9) top both ends.

2. A seismic bridge construction, according to claim 1, wherein: spiral pile hole (10) have been seted up respectively at the both ends at abutment (6) top, main sideboard (12) with screw pile (14) are installed respectively to the both ends at secondary sideboard (11) top, spiral pile hole (10) and screw pile (14) looks adaptation, abutment (6) are fixed through spiral pile hole (10), screw pile (14) and secondary sideboard (11) and main sideboard (12).

3. A seismic bridge construction, according to claim 2, wherein: the main side plate (12) and the secondary side plate (11) are all fixedly poured with cover beams (13), and the cover beams (13) and the bridge abutment (6) are fixed through spiral pile holes (10) and threaded piles (14).

4. A construction method of a quakeproof bridge structure is characterized by comprising the following steps: the construction process comprises the steps of foundation pit trimming, concrete cushion formwork mounting, cushion concrete pouring, column pier formwork mounting and concrete pouring.

5. The construction method of the earthquake-proof bridge structure according to claim 4, wherein: the installation of the column pier template comprises measurement lofting, installation of a side template, concrete pouring, demolding and maintenance.

6. The construction method of the earthquake-proof bridge structure according to claim 5, wherein: the measurement lofting means that an integral datum elevation is measured by a level gauge on the side face of the pier (4) and is between 4.000m and 5.000m, then a reversed triangle mark number is drawn out by red paint, the column elevation of each pier (4) is measured by a steel tape, and standard lines of bottom moulds of the bent caps (13) are drawn out by oil pens on two sides of the pier.

7. The construction method of the earthquake-proof bridge structure according to claim 5, wherein: the installation of the side template refers to the manual installation of a side mold and an end mold by matching a crane, the side mold of the cover beam (13) adopts a 1.0 x 1.5m sizing steel mold, the end mold adopts a 2cm thick wood mold, and the side mold is formed by assembling side concrete according to the size of the cover beam (13).