CN217601341U - Full-shading curtain type ground connecting wall reinforced revetment structure - Google Patents

Abstract

The utility model discloses a full-shading curtain type underground diaphragm wall reinforced bank protection structure, which comprises a front wall arranged in the soil body behind the existing bank structure along the side near the river, wherein the front wall is a T-shaped underground diaphragm wall, the T-shaped underground diaphragm wall is formed by connecting a plurality of sections of T-shaped walls, each section of T-shaped wall is formed by a transverse wall and a ribbed wall, and the left and the right adjacent sections of transverse walls are connected through an I-shaped joint; cement mixing piles are arranged around the wall of the front wall, and at least two rows of blind piles are arranged in the soil body behind the front wall; an unloading bearing platform is poured in a region formed by the front wall and the top of the blind pile, and a breast wall structure is poured on the unloading bearing platform on the side close to the river along the length direction of the front wall and along the vertical direction; and a backfill soil layer is arranged on the unloading bearing platform, anchor piers are respectively arranged at the intersection positions of the unloading bearing platform and the curtain shielding piles, one end of a prestressed anchor cable is connected with the anchor piers, and the other end of the prestressed anchor cable enters the middle septic rock stratum. By adopting the structure, the whole stress condition is better, the supporting section is smaller, and the engineering investment is reduced.

Description

Full-shading curtain type ground connecting wall reinforced revetment structure

Technical Field

The utility model relates to a bank protection structure field is strengthened to immersed tube, especially relates to a shield formula ground is wall even and is strengthened bank protection structure entirely.

Background

The number of immersed tube tunnels crossing rivers and inland rivers is increased gradually, and the excavation depth of the immersed tube foundation trench is large, so that the maximum free height of the foundation trench and the river bank can reach twenty meters at times, and great influence is generated on the safety and stability of the bank.

In order to ensure the normal use of the dike during the excavation of the immersed tube foundation trench and the butt joint of the immersed tubes, the original dike revetment needs to be reinforced and supported before construction, so as to protect the stability of the original dike, and a lattice type diaphragm wall structure is generally adopted to support the dike structure. The lattice type diaphragm wall structure has the characteristics of high rigidity and high integrity, and is widely applied to foundation pit engineering with large depth and strict deformation requirements. However, the lattice type diaphragm wall is of a cantilever structure, and when the depth of a foundation trench is large, the problems that the section of a supporting structure is large, the construction difficulty of the connecting part of the diaphragm wall and the intermediate wall is large, the stress condition is poor, the engineering investment is large and the like exist.

Disclosure of Invention

The utility model aims at overcoming the not enough among the prior art, providing an overall structure atress condition is better, and it is less to strut the section, and the bank protection structure is strengthened to the curtain-type ground that hides even wall entirely of engineering investment reduction.

In order to achieve the purpose, the utility model discloses a full-shading curtain type ground connecting wall reinforced bank protection structure, including along the front wall that sets up in the soil body behind the existing dyke structure near the river side, the front wall be T type ground connecting wall, T type ground connecting wall connect each other by multistage T type wall and constitute, each section T type wall comprises horizontal wall and rib wall, connect through the I type joint between two sections horizontal walls adjacent on the left and right sides;

cement mixing piles are arranged on the periphery of the wall of the front wall, the bottoms of the cement mixing piles are located 0.5m in the strongly weathered rock layer, and at least two rows of curtain shielding piles are arranged in the soil body behind the front wall; an unloading bearing platform is poured in a region formed by the front wall and the top of the blind pile, and a breast wall structure is poured on the unloading bearing platform on the side close to the river along the length direction of the front wall and along the vertical direction; and a backfill soil layer is arranged on the unloading bearing platform, anchor piers are respectively arranged at the intersection positions of the unloading bearing platform and the curtain piles, one end of a prestressed anchor cable is connected with the anchor piers, and the other end of the prestressed anchor cable enters the middle stroke rock stratum to be not less than 9m.

Compared with the prior art, the utility model, beneficial effect as follows:

1. when the diaphragm wall becomes the groove and concrete placement, rely on the cement mixing stake of cell wall department both sides, the removal of restriction soil body improves the foundation bearing capacity, especially when aiming at the uneven stratum of bank protection hardness, effectively reduces the probability that the groove section sinks and guarantees the straightness that hangs down of cell wall.

2. A plurality of rows of blind piles are arranged behind a T-shaped diaphragm wall of the front wall to bear a part of soil pressure, so that the deformation and stress of the front wall are reduced. Meanwhile, the thickness of the front wall is reduced, the whole anti-overturning capability is improved, and the engineering cost is reduced. The pile foundation at the lower part of the bearing platform is transferred to the deep soil body by using the pile loading soil pressure backfilled by the earthwork at the upper part of the unloading bearing platform, so that the problem of reducing the soil pressure of the front wall is solved.

3. The full-shading curtain type ground connection wall sheet pile structure is adopted, and the stress state of the front wall is greatly improved through the self rigidity of the shading curtain pile and the generated soil arch effect. The prestressed anchor cables are arranged to form the anchor pulling type structure, and the stress form is better than that of a cantilever type retaining structure.

4. The construction method of the structure is simple and easy to implement, and the process conversion is simple and controllable.

Drawings

Fig. 1 is a schematic plan view of the structure of the reinforced revetment of the diaphragm wall of the present invention;

fig. 2 is a schematic view of the vertical plane layout of the full-shading curtain type diaphragm wall reinforced revetment structure of the present invention;

FIG. 3 is a schematic view of the structural arrangement of the T-shaped reinforcement cage of the front wall of the present invention;

fig. 4 is a schematic view of the excavation layout of the foundation pit of the full-shading curtain type diaphragm wall reinforced revetment structure of the present invention;

the reference numbers in the figures illustrate:

1-front wall; 2-cement mixing pile; 3-curtain-shading piles; 4-unloading bearing platform; 5-deformation joint; 6, anchor cable; 7-breast wall construction; 8-backfilling a soil layer; 9-existing dike structure; 10-near the river; 11-transverse walls; 12-ribbed walls; 13-main reinforcement; 14-h-section steel joints; 15-anchor pier; 16-channel steel; 17-a soil bag; 18-Larsen steel sheet pile.

Detailed Description

The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.

The utility model discloses a shield curtain formula ground is wall enhancement shore protection structure even entirely as shown in the attached drawing, include along the front wall 1 that sets up in the earth behind existing dyke structure 9 near river side 10, front wall 1 be the T type ground even wall, the T type ground even wall link the wall and link each other by multistage T type wall and constitute each other, each section T type wall comprises horizontal wall 11 and rib wall 12, connects through I-shaped joint 14 between two sections adjacent horizontal walls 11 about.

Preferably, the end part of the steel reinforcement cage of the rib wall 12 of each section of T-shaped wall is provided with two rows of vertical main reinforcements 13, and the double-layer main reinforcement arrangement of the steel reinforcement cage not only increases the safety of the T-shaped steel reinforcement cage during hoisting, but also strengthens the shearing resistance of the rib wall 12 and enhances the overall rigidity of the front wall 1.

And cement mixing piles 2 are arranged around the wall of the front wall 1, and the pile bottoms of the cement mixing piles 2 are located at 0.5m in the strongly weathered rock layer. At least two rows of blind piles 3 are arranged in the soil body behind the front wall 2; the blind piles 3 are arranged in a quincunx shape; an unloading bearing platform 4 is poured in the area formed by the front wall 1 and the top of the blind pile 3, and a breast wall structure 7 is poured on the unloading bearing platform 4 on the side 10 near the river along the length direction of the front wall 1 and along the vertical direction; and a backfill soil layer 8 is arranged on the unloading bearing platform 4, and anchor piers 15 are respectively arranged at the crossed positions of the unloading bearing platform 4 and the curtain-covering piles 3. One end of the prestressed anchor cable 6 is connected with the anchor pier 15, and the other end of the prestressed anchor cable enters the middle mineralized rock layer to be not less than 9m.

Preferably, the prestressed anchor cable 6 is a pressure-dispersed yielding anchor cable structure; the method can adapt to anchoring support of high-stress large-deformation water-rich underground engineering, and the full-shading curtain type diaphragm wall reinforced revetment structure is changed into an anchoring-pulling type retaining structure, so that the method is better than the cantilever type lattice diaphragm wall in stress condition.

Preferably, the thickness of the unloading bearing platform 4 is 1m, and deformation joints 5 are arranged at intervals of 16 m; the compaction degree of the backfill soil layer 8 is not lower than 91%. The block unloading bearing platform 4 is used for transmitting the loading soil pressure of the backfill soil layer 8 above the bearing platform to the deep soil body through the blind pile 3 foundation, so that the soil pressure on the front wall 1 is reduced.

The construction process of the structure is as follows:

s100: and (3) carrying out construction on the cement mixing pile 2 on the wall of the front wall 1, wherein the reinforcing agent is common Portland cement with the strength grade of 42.5 and above, the water-cement ratio is controlled to be 0.4-0.55, the cement consumption per meter is not lower than 92kg, and the pile bottom is positioned in a strongly weathered rock layer by 0.5m. After the strength of the cement mixing pile 2 reaches the design requirement, conducting guide wall construction;

s200: setting the first grooving position of the front wall 1 as a first grooving, then alternately arranging the first grooving and the closed grooving of the front wall, firstly constructing and excavating all the first grooving, then constructing and excavating all the closed grooving between two adjacent first grooving, after grooving, sequentially adopting bentonite slurry to carry out wall protection treatment on the groove walls of the first grooving and the closed grooving, and then adopting a conduit method to pour concrete in each first grooving and closed grooving to form a T-shaped unit groove section;

s300: and (5) constructing the blind pile 3.

S400: and excavating a foundation pit of the unloading bearing platform 4 above the front wall 1 and the curtain-covering piles 3, wherein channel steel and soil bags 17 with the distance of 50cm are adopted as a foundation pit support and a water-stop curtain on the side 10 close to the river, and Larsen steel sheet piles 18 are adopted as a foundation pit support and a water-stop curtain on the side not close to the river. Constructing an unloading bearing platform 4 and a breast wall structure 7 on the side of the river;

s500: and constructing the prestressed anchor cable 6 and the anchor pier 15.

S600: and compacting the backfill soil layer 8 on the top of the unloading bearing platform 4 to a designed elevation in a layering manner.

The utility model discloses in names such as construction process, machinery that do not mark, adopt technology, structure and machinery commonly used among the prior art etc.

Claims (5)

1. The utility model provides a shield formula ground is wall even and is strengthened shore protection structure which characterized in that entirely: the front wall is arranged in a soil body behind an existing dike structure along the side close to the river, the front wall is a T-shaped underground diaphragm wall, the T-shaped underground diaphragm wall is formed by connecting a plurality of sections of T-shaped walls, each section of T-shaped wall is formed by a transverse wall and a rib wall, and the left and right adjacent sections of transverse walls are connected through an I-shaped joint;

cement mixing piles are arranged on the periphery of the wall of the front wall, the bottoms of the cement mixing piles are located 0.5m in the strongly weathered rock layer, and at least two rows of curtain shielding piles are arranged in the soil body behind the front wall; an unloading bearing platform is poured in the area formed by the front wall and the top of the curtain-covering pile, and a breast wall structure is poured on the unloading bearing platform on the side close to the river along the length direction of the front wall and along the vertical direction; and a backfill soil layer is arranged on the unloading bearing platform, anchor piers are respectively arranged at the intersection positions of the unloading bearing platform and the curtain-shading piles, one end of a prestressed anchor cable is connected with the anchor piers, and the other end of the prestressed anchor cable enters the middle stroke rock stratum to be not less than 9m.

2. The full curtain type diaphragm wall reinforced revetment structure of claim 1, wherein: the prestressed anchor cable is of a pressure dispersion type yielding anchor cable structure.

3. A full curtain type diaphragm wall reinforced revetment structure according to claim 1 or 2, wherein: the thickness of the unloading bearing platform is 1m, and deformation joints are arranged at intervals of 16 m; the compaction degree of the backfill soil layer is not lower than 91%.

4. A full-hiding curtain type diaphragm wall reinforced revetment structure according to claim 3, wherein: and the end part of the steel reinforcement cage of the ribbed wall of each section of the T-shaped wall is provided with two rows of vertical main reinforcements.

5. The full curtain type diaphragm wall reinforced revetment structure of claim 4, wherein: the blind piles are arranged in a quincunx shape.

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