CN110656590A

CN110656590A - Self-balancing stone arch bridge arch sheathing reinforcing method

Info

Publication number: CN110656590A
Application number: CN201911176994.1A
Authority: CN
Inventors: 陈宏治; 梅拥军; 崔兰; 袁正兵; 刘宇鹏; 刘志胜; 莫恩华
Original assignee: Shanxi Traffic Planning Survey Design Institute Co Ltd
Current assignee: Shanxi Traffic Planning Survey Design Institute Co Ltd
Priority date: 2019-11-26
Filing date: 2019-11-26
Publication date: 2020-01-07
Anticipated expiration: 2039-11-26
Also published as: CN110656590B

Abstract

The invention relates to a technology for reinforcing a stone arch bridge cover arch, in particular to a self-balancing method for reinforcing the stone arch bridge cover arch. The invention solves the problems that the traditional method for reinforcing the stone arch bridge by sleeving the arch leads to the limitation of the bearing capacity of the stone arch bridge and the change of the stress mode of the main arch ring. A self-balancing stone arch bridge arch sheathing reinforcing method is realized by adopting the following steps: the method comprises the following steps: digging a group of pile holes on the inner sides of the two bridge abutments respectively; step two: leveling a field between the two groups of the single pile bearing platforms, and paving a plain concrete expanded base layer on the field; step three: erecting a plurality of supports on the surface of the plain concrete base expanding layer, and pouring N arch ribs above the N prestressed concrete tie bars in a one-to-one correspondence manner by utilizing the supports; step four: grouting cracks on the main arch ring, and pouring a top plate between the main arch ring and the N arch ribs; step five: and unloading each bracket. The invention is suitable for arch sheathing reinforcement of the stone arch bridge.

Description

Self-balancing stone arch bridge arch sheathing reinforcing method

Technical Field

The invention relates to a technology for reinforcing a stone arch bridge cover arch, in particular to a self-balancing method for reinforcing the stone arch bridge cover arch.

Background

In the using process of the stone arch bridge, the phenomenon of insufficient bearing capacity gradually occurs due to the influence of weathering and natural environment of materials, so that the stone arch bridge needs to be reinforced by sleeving. However, the conventional method for reinforcing the arch of the stone arch bridge is limited by the principle of the method, and has the following problems: firstly, the traditional method for reinforcing the arch of the stone arch bridge needs to use the abutment to bear the horizontal force and the vertical force of the main arch ring, so that the bearing capacity of the stone arch bridge is limited. Secondly, traditional stone arch bridge cover encircles reinforcement method needs excavation abutment basis and increases the abutment size through the bar planting, leads to the atress mode of main arch ring to change from this to lead to the stone arch bridge to produce structural risk easily, and then lead to the stone arch bridge to take place to collapse easily. Based on the above, a self-balancing method for reinforcing the arch of the stone arch bridge is needed to be invented, so that the problems that the bearing capacity of the stone arch bridge is limited and the stress mode of the main arch ring is changed due to the traditional method for reinforcing the arch of the stone arch bridge are solved.

Disclosure of Invention

The invention provides a self-balancing method for reinforcing a stone arch bridge arch cover, aiming at solving the problems that the bearing capacity of the stone arch bridge is limited and the stress mode of a main arch ring is changed due to the traditional method for reinforcing the stone arch bridge arch cover.

The invention is realized by adopting the following technical scheme:

a self-balancing stone arch bridge arch sheathing reinforcing method is realized by adopting the following steps:

the method comprises the following steps: digging a group of pile holes on the inner sides of the two bridge abutments respectively, wherein each group of pile holes comprises N pile holes which are arranged at equal intervals along the trend of the river; n is a positive integer and is more than or equal to 2; two groups of end bearing piles are arranged in the two groups of pile holes in a one-to-one corresponding mode, two groups of independent pile bearing platforms are arranged on the pile tops of the two groups of end bearing piles in a one-to-one corresponding mode, and then two groups of steel member joints are arranged on the table tops of the two groups of independent pile bearing platforms in a one-to-one corresponding mode;

step two: leveling a field between the two groups of single pile bearing platforms, paving a plain concrete expanded base layer on the field, and simultaneously embedding a reinforced concrete circular pipe culvert in the plain concrete expanded base layer; pouring N prestressed concrete tie rods on the surface of the plain concrete expanded base layer, ensuring that the N prestressed concrete tie rods are arranged at equal intervals along the trend of the river channel, and anchoring two ends of the N prestressed concrete tie rods to the joints of the two groups of steel members in a one-to-one correspondence manner;

step three: erecting a plurality of supports on the surface of the plain concrete expanded base layer, pouring N arch ribs above the N prestressed concrete tie bars in a one-to-one correspondence manner by utilizing the supports, and anchoring two ends of the N arch ribs on joints of two groups of steel members in a one-to-one correspondence manner;

step four: grouting cracks on the main arch ring, pouring a top plate between the main arch ring and the N arch ribs, forming a reinforced concrete arch sleeve by the top plate and the N arch ribs, and grouting between the reinforced concrete arch sleeve and the main arch ring;

step five: unloading each support, arranging inverted siphon vertical shafts at two ends of the reinforced concrete circular pipe culvert, and paving a river channel.

Compared with the traditional method for reinforcing the stone arch bridge by sleeving the arch, the self-balancing method for reinforcing the stone arch bridge by sleeving the arch is based on the self-balancing principle, and realizes the arch sleeving reinforcement of the stone arch bridge, so that the method has the following advantages: firstly, the invention utilizes the prestressed concrete tie bars to bear the horizontal force of the main arch ring on one hand, and utilizes the single pile cap to bear the vertical force of the main arch ring on the other hand, thereby further improving the bearing capacity of the stone arch bridge. Secondly, the bridge abutment foundation does not need to be excavated, and the size of the bridge abutment does not need to be increased through bar planting, so that the stress mode of the main arch ring is prevented from being changed, the structural risk of the stone arch bridge is prevented, and the collapse of the stone arch bridge is prevented.

The method effectively solves the problems that the bearing capacity of the stone arch bridge is limited and the stress mode of the main arch ring is changed due to the traditional method for reinforcing the stone arch bridge by sleeving the arch, and is suitable for reinforcing the stone arch bridge by sleeving the arch.

Drawings

Fig. 1 is a schematic diagram of the principle of the present invention.

FIG. 2 is a schematic structural diagram of a plain concrete base expanding layer, a prestressed concrete tie bar, a arch rib and a top plate in the invention.

Figure 3 is a schematic view of the construction of a steel member joint according to the invention.

In the figure: the method comprises the following steps of 1-bridge abutment, 2-end bearing pile, 3-single pile bearing platform, 4-steel member joint, 5-plain concrete base expanding layer, 6-reinforced concrete circular pipe culvert, 7-prestressed concrete tie rod, 8-bracket, 9-arch rib, 10-main arch ring and 11-top plate.

Detailed Description

the method comprises the following steps: digging a group of pile holes on the inner sides of the two bridge abutments 1 respectively, wherein each group of pile holes comprises N pile holes which are arranged equidistantly along the trend of the river course; n is a positive integer and is more than or equal to 2; two groups of end bearing piles 2 are arranged in the two groups of pile holes in a one-to-one corresponding mode, two groups of independent pile bearing platforms 3 are arranged on the pile tops of the two groups of end bearing piles 2 in a one-to-one corresponding mode, and then two groups of steel member joints 4 are arranged on the table tops of the two groups of independent pile bearing platforms 3 in a one-to-one corresponding mode;

step two: leveling the field between the two groups of the single pile bearing platforms 3, paving a plain concrete expanded base layer 5 on the field, and simultaneously embedding a reinforced concrete circular pipe culvert 6 in the plain concrete expanded base layer 5; pouring N prestressed concrete tie rods 7 on the surface of the plain concrete base expanding layer 5, ensuring that the N prestressed concrete tie rods 7 are arranged at equal intervals along the river course, and anchoring two ends of the N prestressed concrete tie rods 7 on the two groups of steel member joints 4 in a one-to-one correspondence manner;

step three: erecting a plurality of supports 8 on the surface of the plain concrete base expanding layer 5, pouring N arch ribs 9 above the N prestressed concrete tie bars 7 by utilizing the supports 8 in a one-to-one correspondence manner, and anchoring two ends of the N arch ribs 9 on the two groups of steel member joints 4 in a one-to-one correspondence manner;

step four: grouting cracks on the main arch ring 10, pouring a top plate 11 between the main arch ring 10 and the N arch ribs 9, forming a reinforced concrete arch by the top plate 11 and the N arch ribs 9 together, and grouting between the reinforced concrete arch and the main arch ring 10;

step five: unloading each support 8, arranging inverted siphon vertical shafts at two ends of the reinforced concrete circular pipe culvert 6, and paving a river channel.

The thickness of the plain concrete expanded base layer 5 is 20cm, the width of the arch rib 9 is 20 ~ 40cm, the height is 0.1 ~ 0.2L, L represents the net span of the main arch ring 10, and the thickness of the top plate 11 is 10 ~ 20 cm.

The prestressed concrete tie bars 7 and the top plate 11 are both formed by pouring C50 concrete; the arch rib 9 is formed by pouring ultrahigh-performance concrete.

Claims

1. A self-balancing stone arch bridge arch sheathing reinforcing method is characterized in that: the method is realized by adopting the following steps:

the method comprises the following steps: digging a group of pile holes on the inner sides of the two bridge abutments (1), wherein each group of pile holes comprises N pile holes which are arranged at equal intervals along the trend of the river; n is a positive integer and is more than or equal to 2; two groups of end bearing piles (2) are arranged in the two groups of pile holes in a one-to-one corresponding mode, two groups of single pile bearing platforms (3) are arranged on the pile tops of the two groups of end bearing piles (2) in a one-to-one corresponding mode, and then two groups of steel member joints (4) are arranged on the table tops of the two groups of single pile bearing platforms (3) in a one-to-one corresponding mode;

step two: leveling a field between the two groups of single pile bearing platforms (3), paving a plain concrete expanded base layer (5) on the field, and simultaneously embedding a reinforced concrete circular pipe culvert (6) in the plain concrete expanded base layer (5); pouring N prestressed concrete tie rods (7) on the surface of the plain concrete base expanding layer (5), ensuring that the N prestressed concrete tie rods (7) are arranged at equal intervals along the trend of a river channel, and anchoring two ends of the N prestressed concrete tie rods (7) on two groups of steel member joints (4) in a one-to-one correspondence manner;

step three: erecting a plurality of supports (8) on the surface of the plain concrete base expanding layer (5), pouring N arch ribs (9) above the N prestressed concrete tie bars (7) by utilizing the supports (8) in a one-to-one correspondence manner, and anchoring two ends of the N arch ribs (9) on two groups of steel member joints (4) in a one-to-one correspondence manner;

step four: grouting cracks on the main arch ring (10), pouring a top plate (11) between the main arch ring (10) and the N-channel arch ribs (9), forming a reinforced concrete arch by the top plate (11) and the N-channel arch ribs (9), and grouting between the reinforced concrete arch and the main arch ring (10);

step five: unloading each support (8), arranging inverted siphon vertical shafts at two ends of the reinforced concrete circular pipe culvert (6), and paving a river channel.

2. The self-balancing stone arch bridge sleeve arch reinforcing method is characterized in that the thickness of the plain concrete expanded base layer (5) is 20cm, the width of the arch rib (9) is 20 ~ 40cm, the height of the arch rib is 0.1 ~ 0.2.2L, L represents the net span of the main arch ring (10), and the thickness of the top plate (11) is 10 ~ 20 cm.

3. The self-balancing stone arch bridge cover arch reinforcing method of claim 1, wherein: the prestressed concrete tie bars (7) and the top plate (11) are both formed by pouring C50 concrete; the arch rib (9) is formed by pouring ultrahigh-performance concrete.