CN215926003U - Reinforced structure of wall slot wall is led to underground continuous wall - Google Patents
Reinforced structure of wall slot wall is led to underground continuous wall Download PDFInfo
- Publication number
- CN215926003U CN215926003U CN202121816239.8U CN202121816239U CN215926003U CN 215926003 U CN215926003 U CN 215926003U CN 202121816239 U CN202121816239 U CN 202121816239U CN 215926003 U CN215926003 U CN 215926003U
- Authority
- CN
- China
- Prior art keywords
- wall
- piles
- reinforcing
- groove body
- groove
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The utility model discloses a reinforcing structure of a guide wall groove wall of an underground continuous wall, which comprises reinforcing row piles (1), reinforcing piles (2) and a backfill soil layer (4); a backfill soil layer (4) is backfilled in the groove body of the underground continuous wall, and the backfill soil layer extends to the groove forming part of the groove body from the groove wall collapse part of the groove body to two sides; the reinforced row piles are arranged on two sides of the groove body along the length direction of the groove body, extend to the grooving parts of the groove body from the groove wall collapse parts of the groove body to two sides, and the upper ends of the reinforced row piles penetrate through the horizontal sections of the guide walls and are attached to the vertical sections of the guide walls; the reinforcing piles are arranged outside the reinforcing row piles at intervals, the reinforcing piles are arranged in a multi-row and parallel mode along the length direction of the groove body, the reinforcing piles in two adjacent rows are staggered to form a quincunx shape, and the arrangement length of the reinforcing piles is the grooving position extending from the groove wall collapse position of the groove body to the two sides of the groove body. The utility model can quickly reinforce the soil body of the side wall of the underground diaphragm wall, is beneficial to the subsequent grooving of the underground diaphragm wall and prevents secondary collapse.
Description
Technical Field
The utility model relates to the technical field of building construction, in particular to a reinforced structure of a guide wall slot wall of an underground continuous wall.
Background
When the underground diaphragm wall is constructed in a soft soil area, the soil texture is complex, and the soil texture structure during actual construction is often inconsistent with a geological survey report, so that accidents such as hole collapse or groove wall collapse are easy to happen during construction of the underground diaphragm wall, and the construction progress and the construction safety are further influenced. If the groove wall collapses in the grooving process, the machine is easy to incline, and the safety of field construction is affected; if the groove wall collapses after the groove is formed, the defects of slag inclusion, leakage and the like of the underground continuous wall are easily caused, and the structural safety of the underground continuous wall is further influenced. After the groove wall collapses, the collapse part needs to be backfilled and the foundation around needs to be reinforced, so that secondary grooving can be carried out, the construction time is long, the construction period is influenced, and the construction cost is high.
Disclosure of Invention
The utility model aims to provide a reinforcing structure for the wall of a guide wall of an underground continuous wall, which can quickly reinforce the soil body of the side wall of the underground continuous wall, is beneficial to subsequent grooving of the underground continuous wall and prevents secondary collapse.
The utility model is realized by the following steps:
a reinforced structure of the wall of a guide wall of an underground continuous wall comprises reinforced row piles, reinforced piles and backfill soil layers; backfilling soil layers are backfilled in groove bodies of the underground continuous wall, and the backfilling soil layers extend to the groove forming parts of the groove bodies from the groove wall collapse parts of the groove bodies to two sides; the reinforced row piles are arranged on two sides of the groove body along the length direction of the groove body, extend to the grooving parts of the groove body from the groove wall collapse parts of the groove body to two sides, and the upper ends of the reinforced row piles penetrate through the horizontal section of the guide wall and are attached to the vertical section of the guide wall; a plurality of reinforcing piles are arranged on the outer side of the reinforcing row piles at intervals respectively, the plurality of reinforcing piles are arranged in a multi-row and parallel mode along the length direction of the groove body in a staggered mode, the two adjacent rows of reinforcing piles are arranged in a quincunx mode, the arrangement length of the reinforcing piles is the grooving position extending from the groove wall collapse position of the groove body to the two sides of the groove body.
The reinforced row pile is formed by arranging a plurality of pile bodies in sequence, and two adjacent pile bodies are mutually connected in an occlusion manner.
The pile diameter of the pile body is 500mm, and the distance between adjacent pile bodies is 400 mm.
In each row of the reinforcing piles, the arrangement distance between two adjacent reinforcing piles is 1200 mm.
The pile diameter of the reinforcing pile is 500mm, and the arrangement width of the reinforcing pile is 3-5m away from the groove body wall.
The top surface of the backfill soil layer is flush with the ground.
Compared with the prior art, the utility model has the following beneficial effects:
1. the reinforced row piles formed by meshing the high-pressure jet grouting piles are arranged, so that hole collapse parts can be filled, collapsed soil bodies can be reinforced, the self-stability of the soil bodies on the side walls of the underground continuous wall is improved, the soil bodies in the grooves and on the groove walls can be separated, and the mud used for forming the grooves of the underground continuous wall cannot be soaked for the second time in the subsequent groove forming process by virtue of the impermeability of the high-pressure jet grouting piles, so that the collapse is caused again.
2. The utility model is provided with the quincunx reinforcing piles to reinforce the soil body in a foundation reinforcing mode, provides a stable and reliable operation foundation surface for the underground continuous wall grooving machine, improves the soil body at the collapsed position and avoids the soil body collapse in the secondary grooving process.
Drawings
FIG. 1 is a top view of a reinforcing structure for the wall of a guide wall of an underground diaphragm wall according to the present invention;
fig. 2 is an elevation sectional view of the reinforcing structure of the wall of the guide wall of the underground diaphragm wall according to the present invention.
In the figure, 1 reinforcing row pile, 2 reinforcing pile, 3 guide wall and 4 backfill soil layer.
Detailed Description
The utility model is further described with reference to the following figures and specific examples.
Referring to fig. 1 and 2, the reinforced structure of the guide wall slot wall of the underground continuous wall comprises reinforced row piles 1, reinforced piles 2 and a backfill soil layer 4; the backfill soil layer 4 is backfilled in the groove body of the underground continuous wall, and the backfill soil layer 4 extends to the groove forming part of the groove body from the groove wall collapse part of the groove body to two sides; the reinforced row piles 1 are arranged on two sides of the groove body along the length direction of the groove body, the reinforced row piles 1 extend to the grooving parts of the groove body from the groove wall collapse parts of the groove body to two sides, and the upper ends of the reinforced row piles 1 penetrate through the horizontal section of the guide wall 3 and are attached to the vertical section of the guide wall 3; a plurality of reinforcing piles 2 set up in the outside of consolidating campshed 1 at the interval respectively, and a plurality of reinforcing piles 2 are multirow and parallel arrangement along the length direction shape of cell body, and two rows of adjacent reinforcing piles 2 stagger the setting, form plum blossom shape arrangement structure, and reinforcing pile 2 arranges the length for the grooving position that extends to the cell body to both sides from the cell wall position of collapsing of cell body. The soil body at the groove wall collapse position is reinforced effectively through the reinforcing row piles 1 and the reinforcing piles 2, and the safe operation of the follow-up secondary grooving operation is ensured.
In each row of the reinforcing piles 2, the arrangement distance between two adjacent reinforcing piles 2 is 1200 mm. The arrangement distance of the reinforcing piles 2 can be adjusted according to actual engineering requirements and soil conditions.
The reinforced row pile 1 is formed by arranging a plurality of pile bodies in sequence, and two adjacent pile bodies are mutually connected in an occlusion manner. The effective support and reinforcement of the soil body of the side wall of the underground diaphragm wall are ensured, and the waterproof property is realized, so that the subsequent grooving operation is facilitated.
The pile diameter of the pile body is 500mm, the distance between adjacent pile bodies is 400mm, the structural strength and the water impermeability of the reinforced row pile 1 are guaranteed, and the pile diameter and the arrangement distance of the pile body can be adjusted according to actual engineering requirements and soil conditions.
The pile diameter of the reinforcing piles 2 is 500mm, and the arrangement width of the reinforcing piles 2 is 3-5m away from the groove body wall. The pile diameter, the arrangement width and the arrangement row number of the reinforcing piles 2 can be adjusted according to the actual engineering requirements and the soil conditions.
The top surface of the backfill soil layer 4 is flush with the ground.
The construction method comprises the following steps:
in the grooving process of the underground continuous wall, the groove wall collapses, the plate bottom is hollowed, and the construction safety is influenced. Firstly, a backfill soil layer 4 is filled in a groove body of the underground continuous wall, the backfill soil layer 4 is backfilled to the ground elevation, and the backfill soil layer 4 extends to the groove forming position of the groove body from the collapse position of the groove body to two sides. And drilling holes with the diameter of 100mm on the horizontal section of the guide wall 3 by adopting a drilling machine according to the design size of the reinforced row pile 1, and then constructing the reinforced row pile 1 through the drilling holes without dismantling the guide wall 3. The pile diameter of the pile body of the reinforced row pile 1 is 500mm, the pile body is meshed and arranged at intervals of 400mm, the length of the pile body is 10m, and the transverse displacement landslide is prevented.
The pile body of the reinforced row pile 1 can adopt a high-pressure jet grouting pile and is arranged in an occluded mode in sequence, the high-pressure jet grouting pile is attached to the groove wall, hole collapse positions can be filled, collapsed soil bodies are reinforced, the self-stability capacity of the side wall soil body of the underground diaphragm wall is improved, meanwhile, the inner wall soil body and the wall soil body of the groove are separated, and the mud used for forming the groove of the underground diaphragm wall cannot be soaked in the soil body of the groove wall for the second time in the subsequent groove forming process, so that the collapse is caused again.
The reinforcing piles 2 with the spacing of 1200mm are arranged on two sides of the outer portion of the groove wall, the reinforcing piles 2 are arranged in a quincunx mode, the reinforcing piles 2 can adopt high-pressure jet grouting piles to reinforce the foundation, the collapsed soil body is reinforced, the collapsed position is improved in the soil body while a stable and reliable operation foundation surface is provided for the underground continuous wall grooving machine, and the soil body collapse in the secondary grooving process is avoided.
The high-pressure rotary jet grouting can be uniformly injected into a stratum through high-pressure rotary jet grouting slurry, the slurry takes up moisture and air among bad soil particles in the forms of permeation, filling and compaction, and then occupies the position of the bad soil particles, the original loose soil particles and cracks are cemented into a whole, so that the reinforcing row piles 1 and the reinforcing piles 2 form a 'stone body' structure with high strength and good waterproof performance, and the actual construction requirements on the site are met. The cement mixing amount in the slurry of the reinforced row pile 1 is 40%, the cement mixing amount in the slurry of the reinforced pile 2 is 20%, and two water-cement ratios are adopted, so that the material is saved and the reinforcing effect is achieved. Meanwhile, an early strength agent can be added into the slurry to improve the early strength of the pile body and meet the construction requirement as early as possible. The length of the reinforcing campshed 1 and the reinforcing piles 2 can be adjusted according to the actual collapse situation. And after the construction of the reinforced row piles 1 and the reinforced piles 2 is finished, after the strength of the high-pressure jet grouting piles reaches 100%, secondary grooving construction of the underground diaphragm wall can be carried out.
The present invention is not limited to the above embodiments, and any modifications, equivalent replacements, improvements, etc. within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (6)
1. The utility model provides a reinforced structure of wall cell wall is led to underground continuous wall which characterized by: comprises reinforced row piles (1), reinforced piles (2) and a backfill soil layer (4); the backfill soil layer (4) is backfilled in the groove body of the underground continuous wall, and the backfill soil layer (4) extends to the groove forming part of the groove body from the groove wall collapse part of the groove body to two sides; the reinforced row piles (1) are arranged on two sides of the groove body along the length direction of the groove body, the reinforced row piles (1) extend to the grooving parts of the groove body from the groove wall collapse parts of the groove body to two sides, and the upper ends of the reinforced row piles (1) penetrate through the horizontal section of the guide wall (3) and are attached to the vertical section of the guide wall (3); a plurality of reinforcing piles (2) are respectively arranged on the outer side of the reinforcing row piles (1) at intervals, the plurality of reinforcing piles (2) are arranged in a multi-row and parallel mode along the length direction of the groove body, the two adjacent rows of reinforcing piles (2) are arranged in a staggered mode to form a quincunx arrangement structure, and the arrangement length of the reinforcing piles (2) is the grooving position extending from the groove wall collapse position of the groove body to the two sides of the groove body.
2. The reinforcing structure of the wall of the guide wall of the underground continuous wall as claimed in claim 1, wherein: the reinforced row pile (1) is formed by arranging a plurality of pile bodies in sequence, and two adjacent pile bodies are mutually connected in an occlusion manner.
3. The reinforcing structure of the wall of the guide wall of the underground continuous wall as claimed in claim 2, wherein: the pile diameter of the pile body is 500mm, and the distance between adjacent pile bodies is 400 mm.
4. The reinforcing structure of the wall of the guide wall of the underground continuous wall as claimed in claim 1, wherein: in each row of the reinforcing piles (2), the arrangement distance between two adjacent reinforcing piles (2) is 1200 mm.
5. The underground continuous wall guide wall slot wall reinforcing structure according to claim 1 or 4, wherein: the pile diameter of the reinforcing piles (2) is 500mm, and the arrangement width of the reinforcing piles (2) is 3-5m away from the groove wall of the groove body.
6. The reinforcing structure of the wall of the guide wall of the underground continuous wall as claimed in claim 1, wherein: the top surface of the backfill soil layer (4) is flush with the ground.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121816239.8U CN215926003U (en) | 2021-08-04 | 2021-08-04 | Reinforced structure of wall slot wall is led to underground continuous wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121816239.8U CN215926003U (en) | 2021-08-04 | 2021-08-04 | Reinforced structure of wall slot wall is led to underground continuous wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN215926003U true CN215926003U (en) | 2022-03-01 |
Family
ID=80398794
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202121816239.8U Active CN215926003U (en) | 2021-08-04 | 2021-08-04 | Reinforced structure of wall slot wall is led to underground continuous wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN215926003U (en) |
-
2021
- 2021-08-04 CN CN202121816239.8U patent/CN215926003U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105672348A (en) | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region | |
| CN108316339B (en) | Construction method of water-permeable geological large arch bridge foundation | |
| CN110424434B (en) | Stirring pile waterproof curtain for sea filling deep block stone area and construction method | |
| CN105804007B (en) | A kind of reinforced earth quaywall structure based on the soft base of beach | |
| CN111485901A (en) | Method for building side-span non-filling type long and narrow shallow bottom karst cave section tunnel | |
| CN111236260A (en) | Variable-rigidity combined type prefabricated double-row pile supporting structure and construction method thereof | |
| CN204940298U (en) | A kind of Composite Enclosure Structure of base pit engineering | |
| CN212175793U (en) | Underground protective structure based on underground diaphragm wall and steel open caisson combination formula | |
| CN215926003U (en) | Reinforced structure of wall slot wall is led to underground continuous wall | |
| CN112855225A (en) | High-safety soft rock tunnel support construction method | |
| CN210087321U (en) | Pile foundation pre-reinforcing and supporting structure for controlling tunnel settlement | |
| CN108914959B (en) | Foundation structure suitable for mountain house building and construction method thereof | |
| CN113026768B (en) | Grooving reinforcing structure for ultra-deep underground diaphragm wall in coastal push-filling area and construction method thereof | |
| CN115680720A (en) | Tunnel primary support subsidence collapse processing method | |
| CN115324591A (en) | Saturated soft loess tunnel subsection precipitation-support comprehensive construction method | |
| CN210507517U (en) | Combined member suitable for retaining wall heightening | |
| CN109653193B (en) | Reverse construction method for underground continuous wall | |
| CN111877270A (en) | Earth and rockfill dam impervious barrier structure | |
| CN112681238A (en) | High earth-rock dam composite anti-seismic structure and construction method thereof | |
| CN112323726A (en) | Artificial lake enclosure structure for collapsible loess high-fill area and construction method | |
| CN215165679U (en) | Face sea and push away super dark underground continuous wall grooving combination reinforced structure in filled area | |
| CN104895008A (en) | Construction method for environmental-friendly ecological plate type retaining wall revetment with ribbed walls | |
| CN205421157U (en) | Reinforced earth quaywall structure based on soft base of mud flat | |
| CN110984244A (en) | Method for eliminating pile foundation soil squeezing effect through flexible energy absorption belt | |
| CN213978992U (en) | Supporting construction of shallow foundation ditch in deep soft soil layer |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |