CN212895879U

CN212895879U - Double-limb pier capping beam

Info

Publication number: CN212895879U
Application number: CN202021029062.2U
Authority: CN
Inventors: 郭红雨
Original assignee: JSTI Group Co Ltd
Current assignee: JSTI Group Co Ltd
Priority date: 2020-06-05
Filing date: 2020-06-05
Publication date: 2021-04-06
Anticipated expiration: 2030-06-05

Abstract

The utility model relates to a double-limb pier capping beam, which comprises a capping beam; the bottom of the bent cap is provided with two vertical separated upright posts, the upright posts are arranged on the bearing platform, and a foundation is arranged below the bearing platform. The bent cap can be of a common reinforced concrete structure or a prestressed concrete structure; the upright posts are of reinforced concrete solid structures, the side length of the cross bridge of the cross section of each upright post is larger than that of the cross bridge, the upright posts are divided into two independent upright posts along the bridge direction to form a double-limb pier, and the centers of the two upright posts correspond to the positions of the upper structure supports respectively; the double-limb pier and a group of pile foundation formed by the cast-in-situ bored piles are structurally transited by adopting a bearing platform, and two ends of the double-limb pier are respectively connected with the capping beam and the bearing platform in a consolidation mode. The utility model discloses can reduce the structure in the same direction as the bending stiffness of bridge direction greatly, realize structure anti-seismic performance target, practice thrift engineering cost, increase the driving field of vision under the bridge, ensure that structure safe and reliable, economy are pleasing to the eye.

Description

Double-limb pier capping beam

Technical Field

The utility model belongs to the technical field of bridge engineering, concretely relates to two limb mound bent cap.

Background

Along with the development of urban traffic rapid construction, the inevitable central separation that needs to utilize ground road system in the design of urban viaduct brings and arranges the pier, two column pier bent caps are generally adopted to traditional pier bent cap form, utilize two stand supports of lateral separation in the bent cap below promptly, the stand top concreties with the bent cap, pass through the cushion cap between stand and the pile foundation, when the pier lays the space and further receives the restriction, two horizontal intervals of stand reduce gradually and then demonstrate into the bent cap form of single-column pier.

Traditional single-column pier capping beam is under the limited condition of stand horizontal bridge to size, in order to provide great transverse rigidity and intensity for the structure, its cross sectional dimension along the bridge is often great, increase cross sectional dimension has also improved the structure simultaneously along the bridge to bending rigidity, cause the further increase of structure internal force, often need seek a balance between the two, the design degree of difficulty is great, especially when stand height is less, this way is more unfavorable for the bridge to resist along the bridge to temperature power, car brake force and the earthquake power of reinforce. When the span of the bridge is small, the pier column with thick appearance reduces the permeability of the driving field under the bridge, and the overall landscape effect of the bridge is poor.

SUMMERY OF THE UTILITY MODEL

An object of the utility model is to provide a two limb mound bent cap, this bent cap adopt two limb mounds, can reduce the structure in the same direction as the bending stiffness of bridge direction greatly, satisfy the demand of structure under variable load and earthquake load such as temperature, car, wind completely, and safe and reliable, economy are pleasing to the eye.

Realize the utility model discloses the technical scheme of purpose does: the utility model provides a two limb mound bent cap, includes the bent cap, the bent cap bottom is equipped with two limb mounds, and the cushion cap is arranged in to two limb mounds, sets up the basis below the cushion cap, two limb mounds comprise two vertical separation's stand.

Further, the bent cap is of a reinforced concrete structure or a prestressed concrete structure.

Furthermore, the bent cap adopts a prefabricating and assembling construction process and is of a solid structure or a hollow structure.

Furthermore, the upright post is of a reinforced concrete solid structure, the cross section of the upright post is rectangular or rounded rectangular, and the side length of the cross bridge of the cross section is greater than that of the cross bridge.

Furthermore, the centers of the two stand columns respectively correspond to the upper structure support positions of the two stand columns, and the distance between the two stand columns is 2-4.5 m.

Furthermore, the two ends of the double-limb pier are respectively connected with the capping beam and the bearing platform in a consolidation mode.

Further, the foundation is a pile group formed by the cast-in-situ bored piles.

Further, a transverse tie beam is arranged between the upright posts.

Further, the transverse tie beam is positioned in the middle of the upright post.

The utility model discloses can be applicable to the construction method of two kinds of differences of conventional support cast-in-place construction and prefabricated assembly construction respectively.

Compared with the prior art, the utility model has the following apparent advantage:

(1) because separated double columns are adopted along the bridge direction, the horizontal thrust rigidity of the structure along the bridge direction can be reduced by at least 75 percent, the horizontal force and bending moment of the pier body along the bridge direction can be greatly reduced, the stress of the structure is optimized, the structure size and reinforcing bars are reduced, the construction cost is saved, and the advantage is more prominent when the bridge is positioned in a high-intensity earthquake area and the lower structure of the bridge is controlled and designed by earthquake resistance.

(2) According to the longitudinal and transverse different stress requirements of the bridge, the section size and the distance of the upright posts can be flexibly and conveniently changed, and the overall rigidity of the pier posts is adjusted, so that the stress performance of the pier posts is more excellent.

(3) The pier stud structure with lightweight design replaces thick pier stud, and the driving field of vision is better under the bridge, and the view effect promotes by a wide margin.

Drawings

Figure 1 is an elevational schematic view of a double limb pier capping beam structure.

Fig. 2 is a sectional view taken along line a-a of fig. 1.

Fig. 3 is a sectional view taken along line B-B of fig. 1.

Fig. 4 is a schematic elevation view of a double pier capping beam structure with transverse tie beams.

Fig. 5 is a cross-sectional view taken along line C-C of fig. 4.

Fig. 6 is a cross-sectional view taken along line D-D of fig. 4.

Reference numbers in the figures: the cover beam comprises a cover beam 1, a vertical column 2, a bearing platform 3, a foundation 4, a transverse tie beam 5 and a support base stone 6.

Detailed Description

The present invention will be further described with reference to the accompanying drawings and the detailed description.

The utility model provides a two limb mound bent cap, includes bent cap 1, bent cap bottom is equipped with two limb mounds, and cushion cap 3 is arranged in to two limb mounds simultaneously, sets up basis 4 below cushion cap 3, and two limb mounds are formed by two vertical separation's stand 2.

Further, the bent cap 1 may be of a general reinforced concrete structure or a prestressed concrete structure.

Further, if a prefabrication and assembly construction process is adopted, the bent cap 1 can also be of a solid structure or a hollow structure.

Furthermore, the upright post 2 is of a reinforced concrete solid structure, the cross section of the upright post is rectangular or rounded rectangular, the side length of the cross bridge direction of the cross section is larger than that of the cross bridge direction, and the upright post 2 is separated along the bridge direction.

Furthermore, the centers of the two upright columns 2 correspond to the positions of the upper structure supports respectively, so that the distance between the two upright columns 2 for vertically transmitting load is selected according to the structural stress requirement; the distance between the columns should meet the requirements of strength and cracks of eccentric compression members in the design specification of reinforced concrete and prestressed concrete bridges and culverts (JTG 3362 and 2018) by using the pier bodies on the tension sides, and can be generally 2-4.5 m.

Furthermore, a bearing platform is adopted between the double-limb pier and the foundation 4 for structural transition, and two ends of the double-limb pier are respectively connected with the cover beam 1 and the bearing platform 3 in a consolidation mode.

Further, the foundation 3 is a pile group composed of cast-in-situ bored piles.

Further, a cross tie 5 may be provided between the columns 2 to further enhance the safety and stability of the structure.

Further, the cross tie beam 5 is located in the middle of the upright 2.

The vertical load transmission mechanism of two limb mound bent cap structures is the same with conventional single column mound bent cap, and the difference is, the utility model discloses the structure can be with being used in structurally horizontal load average allocation to every stand to turn into the bending moment that superstructure produced bottom the bent cap and act on respectively at every stand center with vertical force, make a stand bear decurrent vertical force, and another stand bears ascending vertical force.

The vertical force conversion relationship of the double-limb pier is as follows: f is M/H;

in the formula, F is vertical force, M is bent moment of the bottom surface of the cover beam, and H is the distance between the centers of two upright posts of the double-limb pier.

When the pier is high, the upright posts of the double-limb pier capping beam can be made into a variable cross section form along the bridge direction or the transverse bridge direction according to the stress requirement.

The utility model discloses bridge substructure to present conventional design all has universal relevance nature, is particularly useful for requiring higher bridge substructure to the horizontal force, has wide application prospect and fine spreading value.

Two implementations of the present invention will be described in detail below with reference to the following embodiments and the accompanying drawings.

Example 1

With reference to fig. 1 to 3, this embodiment mainly illustrates a capping beam for a viaduct pier disposed in a median strip of a ground road, which includes a capping beam 1 for supporting an upper structure, two vertical columns 2 longitudinally separated from each other are disposed at the bottom of the capping beam 1, the vertical columns 2 are completely disposed in the median strip, the vertical columns 2 are disposed on a bearing platform 3, and four pile foundations 4 are disposed below the bearing platform 3.

The specific implementation flow is as follows:

1. designing and constructing a bearing platform 3 and a foundation 4 according to a conventional method by utilizing the existing ground road median strip; according to the geological condition under the bridge, the bearing platform 3 is buried under 1.0-1.5 meters of the ground.

2. The transverse width of the upright post 2 is determined according to the width of the median strip, the longitudinal width of the upright post 2 and the distance between the upright posts are calculated by combining the specific stress condition, so that the internal force of the pier can be reduced to a large extent, and the size and the distance of the upright posts which can meet the section reinforcement requirements can be obtained. The cross section of the upright post is a round corner rectangle. It should be noted that if the support base stone 6 is not arranged on the capping beam 1, that is, a consolidation system is formed between the upper and lower structures of the bridge, the distance between the two columns 2 should be increased as much as possible to balance the worst bending moment and improve the section resistance. The distance between the columns should meet the requirements of large eccentric compression member strength and crack in the design specification of reinforced concrete and prestressed concrete bridges and culverts for roads (JTG 3362 and 2018) by using the pier body on the tension side, and can be not less than 3 m.

3. According to design requirements and on-site construction conditions under a bridge, constructing the large cantilever structure bent cap 1 by adopting construction schemes of erecting a support for cast-in-place, horizontal turning or prefabricated assembly and the like;

4. the top and the bottom of the upright post 2 are respectively connected with the bent cap 1 and the bearing platform 3 into a whole in a reliable connection mode, and an upper structure with light self weight is adopted to improve the stress state of the structure as much as possible.

Example 2

With reference to fig. 4 to 6, the present embodiment mainly illustrates a viaduct pier capping beam provided with a transverse tie beam, and the present embodiment differs from embodiment 1 in that: connect through horizontal tie beam 5 between two vertical stands 2 to improve the overall stability of structure, be fit for the higher condition of bridge pier stud. The transverse tie beams 5 are generally arranged in the middle of the vertical columns 2, and when a plurality of high piers are arranged, the transverse tie beams 5 can be arranged at the same height in consideration of the aesthetic requirements under the bridge.

It should be noted that: the section of the upright post is not limited to a round corner rectangle, and when the pier is high, the upright post of the double-limb pier capping beam can be made into a variable section form along the bridge direction or along the transverse bridge direction according to the stress requirement.

From the foregoing, it will be apparent to those skilled in the art that numerous modifications and variations can be made in accordance with the inventive concept. Therefore, the present invention is not limited to the embodiments, and any improvement and modification made by those skilled in the art without departing from the scope of the present invention shall fall within the protection scope of the present invention.

Claims

1. A double-limb pier capping beam comprises a capping beam and is characterized in that double-limb piers are arranged at the bottom of the capping beam and are arranged on a bearing platform, a foundation is arranged below the bearing platform, and the double-limb piers are composed of two vertical columns which are longitudinally separated; the bent cap is of a reinforced concrete structure or a prestressed concrete structure.

2. The double limb pier capping beam according to claim 1, wherein the capping beam adopts a prefabrication and assembly construction process and is of a solid structure or a hollow structure.

3. The double-limb pier capping beam as claimed in claim 1, wherein the upright column is of a reinforced concrete solid structure, the cross section of the upright column is rectangular or rounded rectangular, and the length of the transverse bridge direction side of the cross section is greater than that of the longitudinal bridge direction side.

4. The double limb pier capping beam according to claim 3, wherein the centers of the two upright columns respectively correspond to the positions of the upper structural supports of the two upright columns, and the distance between the two upright columns is 2-4.5 m.

5. The double-limb pier capping beam as claimed in claim 1, wherein the two ends of the double-limb pier are respectively connected with the capping beam and the bearing platform in a manner of consolidation.

6. The double leg pier capping beam of claim 1, wherein the foundation is a grouted pile of cast-in-place bored piles.

7. The dual limb pier capping beam of any one of claims 1-6, wherein a cross tie is provided between the uprights.

8. The dual limb pier capping beam of claim 7, wherein the cross tie beam is located intermediate the columns.