CN113565149A - Leaking stoppage construction method by external bar planting method between piles - Google Patents
Leaking stoppage construction method by external bar planting method between piles Download PDFInfo
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- CN113565149A CN113565149A CN202110771102.3A CN202110771102A CN113565149A CN 113565149 A CN113565149 A CN 113565149A CN 202110771102 A CN202110771102 A CN 202110771102A CN 113565149 A CN113565149 A CN 113565149A
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- 238000010276 construction Methods 0.000 title claims abstract description 45
- 238000000034 method Methods 0.000 title claims abstract description 33
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 45
- 239000002689 soil Substances 0.000 claims abstract description 35
- 239000002002 slurry Substances 0.000 claims abstract description 22
- 238000005507 spraying Methods 0.000 claims abstract description 7
- 238000007664 blowing Methods 0.000 claims description 19
- 238000003780 insertion Methods 0.000 claims description 15
- 230000037431 insertion Effects 0.000 claims description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 230000004888 barrier function Effects 0.000 claims 1
- 238000007569 slipcasting Methods 0.000 description 8
- 238000002347 injection Methods 0.000 description 6
- 239000007924 injection Substances 0.000 description 6
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 239000000945 filler Substances 0.000 description 2
- 230000008018 melting Effects 0.000 description 2
- 238000002844 melting Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 206010033307 Overweight Diseases 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 235000020825 overweight Nutrition 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention relates to the technical field of supporting piles, and discloses a construction method for plugging a pile by an external bar planting method, which comprises the following specific steps: (1) removing loose structures among the support piles, wherein the collapsed area is provided with a collapsed opening; (2) arranging a reinforcing mesh and a longitudinal baffle plate at the collapsed opening, wherein a plurality of grouting through holes are formed in the longitudinal baffle plate; (3) a grouting pipe penetrates through the grouting through hole of the longitudinal baffle, the inner end of the grouting pipe extends to the inside of the collapse area, the outer end of the grouting pipe extends to the outside of the collapse area, and grouting equipment is connected with the grouting pipe; (4) when filling and filling soil into the collapse area, grouting equipment pours grouting body into the collapse area through a grouting pipe; (5) spraying concrete to the collapsed opening to form an outer retaining wall; the reinforcing mesh and the longitudinal baffle are arranged at the collapse opening, slurry is injected into the collapse area, concrete is sprayed at the collapse opening, a stable soil body structure is formed between the supporting piles, and the problem that the soil body outside a pit collapses when the soil body between the supporting piles collapses is solved.
Description
Technical Field
The invention relates to the technical field of supporting piles, in particular to a leaking stoppage construction method by an external bar planting method between piles.
Background
The support pile is generally used for foundation pit support, slope support and landslide control and is used for bearing horizontal soil pressure or landslide thrust. The foundation pit support is a retaining, reinforcing and protecting measure adopted for the side wall of the foundation pit and the surrounding environment in order to ensure the safety of the construction of an underground structure and the surrounding environment of the foundation pit. It is worth noting that the foundation pit area is large, and support piles or temporary underground diaphragm walls are mostly adopted for separation construction. The two separated foundation pits are usually constructed successively instead of simultaneously, however, a supporting pile gap on one side of the foundation pit constructed firstly can be mixed with silt in the construction process, a large amount of water and soil loss can be caused in rainy seasons, and soil body outside the pit is caused to collapse.
When collapse occurs between supporting piles, a manual structure is added outside the piles for plugging, so that the aim of plugging is fulfilled.
Disclosure of Invention
The invention aims to provide a leakage stoppage construction method by an external bar planting method between piles, and aims to solve the problem that when the soil mass between supporting piles collapses, the soil mass outside a pit collapses in the prior art.
The invention is realized in this way, the leakage stoppage construction method of the external bar planting method among the piles, used for stopping the collapse area among the support piles, including the following construction steps:
(1) removing loose structure in a collapsed area between the support piles, the collapsed area having a collapsed opening between two support piles;
(2) arranging a reinforcing mesh and a longitudinal baffle at the collapsed opening, wherein two sides of the reinforcing mesh are respectively embedded and fixed with the support piles, and a plurality of grouting through holes are formed in the longitudinal baffle; in the longitudinal direction of the collapsed opening, the reinforcing mesh and the longitudinal baffle respectively cover the whole collapsed opening;
(3) a grouting pipe penetrates through the grouting through hole, the inner end of the grouting pipe extends to the inside of the collapse area, the outer end of the grouting pipe extends to the outside of the collapse area, and grouting equipment is connected with the grouting through hole;
(4) when filling and filling soil into the collapse area, the grouting equipment fills slurry into the collapse area through the grouting pipe until the slurry overflows between the longitudinal baffle and the reinforcing mesh, and then the grouting pipe exits from the grouting through hole;
(5) and toward collapse the opening spraying concrete, until the concrete cover whole longitudinal baffle and reinforcing bar net forms outer retaining wall.
Furthermore, the plurality of grouting through holes are arranged at intervals along the longitudinal direction of the longitudinal baffle, and the grouting pipe penetrates through each grouting through hole; in the construction step (4), after the soil filled in the collapse area passes through the grouting through holes with corresponding heights, the grouting pipes in the corresponding grouting through holes start to perform grouting in the collapse area.
Further, the longitudinal baffle plate and the reinforcing mesh are connected through steel wires, a filling space is arranged between the outer side wall of the longitudinal baffle plate and the reinforcing mesh, and concrete fills the filling space in the construction step (5).
Further, a plurality of reinforcing steel bars are arranged on the longitudinal baffle in a penetrating mode, the inner ends of the reinforcing steel bars extend into the collapse area and are embedded into the wall fixed in the collapse area.
Further, the slip casting pipe is provided with a slip casting section extending into the collapse area, the end of the slip casting section is provided with a main slip casting hole, the side wall of the slip casting section is provided with a plurality of side slip casting holes, and the side slip casting holes are spirally arranged on the periphery of the slip casting pipe.
Furthermore, the top of the longitudinal baffle plate bypasses an air blowing pipe, the inner end of the air blowing pipe extends to the upper part of the collapse area, the outer end of the air blowing pipe extends to the outside of the collapse area, and an air compressor is connected; in the construction step (4), when filling and filling soil into the collapse area, the air compressor blows into the collapse area through the air blowing pipe until the height of the soil filled into the collapse area is higher than the inner end of the air blowing pipe, and the air blowing pipe exits from the collapse area.
Further, the reinforcing mesh comprises a plurality of transverse ribs arranged transversely and a plurality of longitudinal ribs arranged longitudinally, the transverse ribs are arranged at intervals longitudinally, the longitudinal ribs are arranged at intervals transversely, and the longitudinal ribs are welded and fixed with the transverse ribs; and the support piles are provided with connecting sides arranged towards the collapse openings, in the construction step (1), a plurality of embedding holes are drilled in the connecting sides, the plurality of embedding holes are arranged along the longitudinal intervals of the connecting sides, and two ends of the transverse ribs are respectively embedded and fixed in the embedding holes of the two support piles.
Further, the insertion hole is inclined, the insertion hole is provided with an insertion opening exposed on the connecting side, the insertion opening is arranged towards the inside of the collapse area, and the insertion hole is arranged away from the collapse area along the extending direction of the insertion opening to the bottom of the insertion hole; and embedding sections are arranged at two ends of the transverse rib, in the construction step (2), the embedding sections are embedded into the embedding holes, and the middle part of the transverse rib and the embedding sections are arranged in a bent mode.
Further, in the construction step (2), the bottom of the longitudinal rib is embedded in the soil body at the bottom of the foundation pit.
Further, in the construction step (2), a sunken hole is dug at the bottom of the foundation pit outside the collapse opening, in the construction step (5), in the process of spraying concrete to the collapse opening, concrete is poured into the sunken hole to form a sunken block, and the sunken block is formed at the bottom of the outer retaining wall and is integrally formed with the outer retaining wall.
Compared with the prior art, the leakage stoppage construction method of the external bar planting method between the piles provided by the invention has the advantages that the reinforcing mesh and the longitudinal baffle are arranged at the collapse opening, the slurry is injected into the collapse area, the concrete is sprayed at the collapse opening, so that a stable soil body structure is formed between the supporting piles, and the problem of collapse of the soil body outside a pit when the soil body between the supporting piles collapses is solved.
Drawings
FIG. 1 is a schematic construction flow diagram of the leakage stoppage construction method by the external bar planting method between piles provided by the invention;
FIG. 2 is a top view of the method for constructing the leak stoppage by the external bar planting method between piles according to the present invention;
FIG. 3 is a front view of the construction method for plugging the outer steel bar planting method between piles according to the present invention;
FIG. 4 is a schematic structural view of a longitudinal baffle plate of the method for plugging construction by external bar planting between piles according to the present invention;
FIG. 5 is a perspective view of a grouting pipe of the method for stopping leakage by external bar planting between piles according to the present invention;
in the figure: 100-support piles, 101-connecting sides, 102-embedding holes, 103-embedding openings, 104-embedding sections, 105-sinking holes, 200-collapse areas, 201-collapse openings, 202-reinforcing meshes, 203-longitudinal baffles, 204-grouting through holes, 205-grouting pipes, 206-grouting equipment, 207-reinforcing bars, 208-steel wires, 209-filling intervals, 210-grouting sections, 211-main grouting holes, 212-side grouting holes, 213-air blowing pipes, 214-air compressors, 215-transverse ribs and 216-longitudinal ribs.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The following describes the implementation of the present invention in detail with reference to specific embodiments.
The same or similar reference numerals in the drawings of the present embodiment correspond to the same or similar components; in the description of the present invention, it should be understood that if there is an orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", etc. based on the orientation or positional relationship shown in the drawings, it is only for convenience of describing the present invention and simplifying the description, but it is not intended to indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes and are not to be construed as limiting the present patent, and the specific meaning of the terms may be understood by those skilled in the art according to specific circumstances.
Referring to fig. 1 to 5, the preferred embodiment of the present invention is shown.
The leakage stoppage construction method by the external bar planting method among the piles is used for stopping the collapse area 200 among the support piles 100 and comprises the following construction steps:
(1) clearing loose structure in the collapsed area 200 between the support piles 100, the collapsed area 200 having a collapsed opening 201 between two support piles 100;
(2) arranging a reinforcing mesh 202 and a longitudinal baffle 203 at the collapsed opening 201, wherein two sides of the reinforcing mesh 202 are respectively embedded and fixed with the support piles 100, and a plurality of grouting through holes 204 are formed in the longitudinal baffle 203; in the longitudinal direction of the collapsed opening 201, the reinforcing mesh 202 and the longitudinal baffle 203 respectively cover the whole collapsed opening 201;
(3) a grouting pipe 205 penetrates through a grouting through hole 204 of the longitudinal baffle 203, the inner end of the grouting pipe 205 extends into the collapse area 200, the outer end of the grouting pipe 205 extends out of the collapse area 200, and grouting equipment 206 is connected;
(4) when filling and filling soil into the collapse area 200, the grouting equipment 206 pours slurry into the collapse area 200 through the grouting pipe 205 until the slurry overflows between the longitudinal baffle 203 and the reinforcing mesh 202, and then the grouting pipe 205 is withdrawn from the grouting through hole 204;
(5) and spraying concrete to the collapsed opening 201 until the concrete covers the whole longitudinal baffle 203 and the reinforcing mesh 202 to form the outer retaining wall.
In the method for constructing the leakage stoppage by the external bar planting method between the piles, the collapse opening 201 is an opening of the collapse area 200 facing one side of the foundation pit, and sufficient space is provided for subsequent filler injection by removing a loose structure in the collapse area 200; the mesh reinforcement 202 and the longitudinal baffle 203 cover the collapsed opening 201 to prevent the subsequently injected fill soil from leaking out of the collapsed opening 201.
A plurality of grouting through holes 204 are arranged at intervals along the longitudinal direction of the longitudinal baffle 203, and a grouting pipe 205 penetrates through each grouting through hole 204; in the construction step (4), the grouting pipes 205 at different heights are separately controlled, and when the soil filled in the collapse area 200 passes through the grouting through holes 204 at corresponding heights, the grouting pipes 205 in the corresponding grouting through holes 204 start grouting into the collapse area 200.
In the process of injecting the slurry, if the slurry is over or is about to over the surface of the filled soil in the collapse area 200, the injection pipe 205 at the height stops injecting the slurry, when the filled soil is filled to the next height, the slurry is injected again into the injection pipe 205 at the height, and the process is circulated until the filled soil is filled to the highest position of the longitudinal baffle 203; the slurry is ensured to be smoothly filled in gaps of the soil.
The longitudinal baffle 203 and the reinforcing mesh 202 are connected through steel wires 208, a filling interval 209 is arranged between the outer side wall of the longitudinal baffle 203 and the reinforcing mesh 202, and in the construction step (5), concrete is filled in the filling interval 209; the steel wires 208 connected between the longitudinal baffle 203 and the reinforcing mesh 202 are elastically deformed by themselves to give a horizontally outward tensile force to the longitudinal baffle 203 and a horizontally inward tensile force to the reinforcing mesh 202, and the concrete in the filling space 209 gives a horizontally inward supporting force to the longitudinal baffle 203 and a horizontally outward supporting force to the reinforcing mesh 202, and the tensile forces applied to the longitudinal baffle 203 and the reinforcing mesh 202 are equal in magnitude and opposite in direction to the supporting force, so that the positions of the longitudinal baffle 203 and the reinforcing mesh 202 are kept stable.
The longitudinal baffle 203 is provided with a plurality of reinforcing bars 207, the longitudinal baffle 203 is provided with reinforcing bar holes, the reinforcing bar holes are positioned at the positions of the longitudinal baffle 203 close to the support piles 100, the reinforcing bars 207 penetrate through the reinforcing bar holes, the inner ends of the reinforcing bars 207 extend into the collapse area 200 and are embedded and fixed in the wall of the collapse area 200.
The reinforcing bars 207 secure the longitudinal baffle 203 outside the wall of the collapsed area 200, enhancing the positional stability of the longitudinal baffle 203.
The grouting pipe 205 is provided with a grouting section 210 extending into the collapse area 200, the end of the grouting section 210 is provided with a main grouting hole 211, the side wall of the grouting section 210 is provided with a plurality of side grouting holes 212, and the plurality of side grouting holes 212 are spirally arranged on the periphery of the grouting pipe 205; the slurry in the grouting pipe 205 is mostly injected from the main grouting hole 211, and the rest is injected from the side grouting hole 212.
The slurry injected from the main grouting holes 211 is horizontally injected outwards along the axis of the grouting pipe 205 to fill the soil gap outwards along the axis of the grouting pipe 205; the slurry injected from the side injection holes 212 is injected in the radial direction of the injection pipe 205, filling the soil gap at the outer circumference of the injection pipe 205.
The top of the longitudinal baffle 203 bypasses the air blowing pipe 213, the inner end of the air blowing pipe 213 extends to the upper part of the collapse area 200, the outer end of the air blowing pipe 213 extends to the outside of the collapse area 200, and the air compressor 214 is connected; in the construction step (4), while filling and filling the soil into the collapse area 200, the air compressor 214 blows air into the collapse area 200 through the air blowing pipes 213, and when the height of the soil filled in the collapse area 200 is higher than the inner ends of the air blowing pipes 213, the air blowing pipes 213 exit the collapse area 200.
The gas blow pipe 213 blows high-temperature gas into the collapse area 200, and when the high-temperature gas contacts the slurry, the solidification of the slurry can be accelerated, and the problem that the slurry at the lower layer cannot be solidified can be avoided in the process of continuously adding filling soil and the slurry.
The reinforcing mesh 202 comprises a plurality of transverse ribs 215 arranged transversely and a plurality of longitudinal ribs 216 arranged longitudinally, the transverse ribs 215 are arranged at intervals longitudinally, the longitudinal ribs 216 are arranged at intervals transversely, the longitudinal ribs 216 and the transverse ribs 215 are welded and fixed, in the welding process, the connecting parts of the longitudinal ribs 216 and the transverse ribs 215 are melted to form a melting area, and after the melting area is cooled and solidified, the connecting parts between the longitudinal ribs 216 and the transverse ribs 215 are formed.
The support pile 100 is provided with a connecting side 101 arranged towards a collapse opening 201, and in the construction step (1), a plurality of embedding holes 102 are drilled in the connecting side 101 of the support pile 100, the plurality of embedding holes 102 are arranged at intervals along the longitudinal direction of the connecting side 101, the positions of the embedding holes 102 are arranged in alignment with two ends of a transverse rib 215, the number of the embedding holes 102 is twice that of the transverse ribs 215, and two ends of the transverse rib 215 are respectively embedded and fixed in the embedding holes 102 of the two support piles 100.
The embedding hole 102 is inclined, the embedding hole 102 penetrates in the radial direction of the support pile 100, the embedding hole 102 is provided with an embedding opening 103 exposed on the connecting side 101, the embedding opening 103 is arranged towards the inside of the collapse area 200, and the embedding hole 102 is arranged away from the collapse area 200 along the extending direction of the embedding opening 103 to the bottom of the embedding hole 102; the two ends of the transverse rib 215 are provided with the embedding sections 104, in the construction step (2), the embedding sections 104 are embedded in the embedding holes 102, and the middle part of the transverse rib 215 and the embedding sections 104 are arranged in a bending mode.
The insertion holes 102 restrict the freedom of movement of the transverse bar 215 in the directions of the three orthogonal axes x, y, and z and the freedom of rotation around the three orthogonal axes x, y, and z, thereby restricting the freedom of movement of the mesh reinforcement 202 in the directions of the three orthogonal axes x, y, and z and the freedom of rotation around the three orthogonal axes x, y, and z.
In the construction step (2), the bottom of the longitudinal bar 216 is embedded in the soil at the bottom of the foundation pit, so that the position stability of the reinforcing mesh 202 is enhanced.
In the construction step (2), a sunken hole 105 is dug at the bottom of the foundation pit outside the collapse opening 201, the opening of the sunken hole faces to the position under the outer retaining wall, in the construction step (5), in the process of spraying concrete to the collapse opening 201, concrete is poured into the sunken hole to form a sunken block, the sunken block is formed at the bottom of the outer retaining wall and is integrally formed with the outer retaining wall, and the sunken block strengthens the position stability of the outer retaining wall.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The leakage stoppage construction method by the external bar planting method among the piles is characterized by being used for stopping a collapse area among supporting piles and comprising the following construction steps:
(1) removing loose structure in a collapsed area between the support piles, the collapsed area having a collapsed opening between two support piles;
(2) arranging a reinforcing mesh and a longitudinal baffle at the collapsed opening, wherein two sides of the reinforcing mesh are respectively embedded and fixed with the support piles, and a plurality of grouting through holes are formed in the longitudinal baffle; in the longitudinal direction of the collapsed opening, the reinforcing mesh and the longitudinal baffle respectively cover the whole collapsed opening;
(3) a grouting pipe penetrates through the grouting through hole, the inner end of the grouting pipe extends to the inside of the collapse area, the outer end of the grouting pipe extends to the outside of the collapse area, and grouting equipment is connected with the grouting through hole;
(4) when filling and filling soil into the collapse area, the grouting equipment fills slurry into the collapse area through the grouting pipe until the slurry overflows between the longitudinal baffle and the reinforcing mesh, and then the grouting pipe exits from the grouting through hole;
(5) and toward collapse the opening spraying concrete, until the concrete cover whole longitudinal baffle and reinforcing bar net forms outer retaining wall.
2. The method for plugging construction by external bar planting between piles according to claim 1, wherein a plurality of grouting through holes are arranged at intervals along the longitudinal direction of the longitudinal baffle, and the grouting pipe is arranged in each grouting through hole; in the construction step (4), after the soil filled in the collapse area passes through the grouting through holes with corresponding heights, the grouting pipes in the corresponding grouting through holes start to perform grouting in the collapse area.
3. The method for plugging by external planting bars between piles according to claim 1, wherein the longitudinal baffle plates are connected with the reinforcing mesh by steel wires, and a filling space is arranged between the outer side wall of the longitudinal baffle plate and the reinforcing mesh, and concrete fills the filling space in the step (5).
4. An external tendon-planting leakage stoppage construction method according to any one of claims 1 to 3, wherein a plurality of reinforcing bars are formed through the longitudinal barrier, and inner ends of the reinforcing bars extend into the collapse area and are embedded in the wall fixed in the collapse area.
5. The method for constructing leakage stoppage by external planting of steel bars between piles according to any one of claims 1 to 3, wherein the grouting pipe has a grouting section extending into the collapse area, the end of the grouting section is provided with a main grouting hole, the side wall of the grouting section is provided with a plurality of side grouting holes, and the plurality of side grouting holes are spirally arranged on the periphery of the grouting pipe.
6. The method for plugging construction between piles by externally planting bars according to any one of claims 1 to 3, wherein the top of the longitudinal baffle plate is wound by an air blowing pipe, the inner end of the air blowing pipe extends to the upper part of the collapse area, the outer end of the air blowing pipe extends to the outside of the collapse area, and an air compressor is connected; in the construction step (4), when filling and filling soil into the collapse area, the air compressor blows into the collapse area through the air blowing pipe until the height of the soil filled into the collapse area is higher than the inner end of the air blowing pipe, and the air blowing pipe exits from the collapse area.
7. The method of claim 1 to 3, wherein the reinforcing mesh comprises a plurality of transverse ribs arranged transversely and a plurality of longitudinal ribs arranged longitudinally, the transverse ribs are arranged at intervals longitudinally, the longitudinal ribs are arranged at intervals transversely, and the longitudinal ribs are welded to the transverse ribs; and the support piles are provided with connecting sides arranged towards the collapse openings, in the construction step (1), a plurality of embedding holes are drilled in the connecting sides, the plurality of embedding holes are arranged along the longitudinal intervals of the connecting sides, and two ends of the transverse ribs are respectively embedded and fixed in the embedding holes of the two support piles.
8. The method according to claim 7, wherein the insertion hole is inclined, the insertion hole has an insertion opening exposed on the connecting side, the insertion opening is disposed toward the inside of the collapse area, and the insertion hole is disposed away from the collapse area along an extending direction from the insertion opening to a bottom of the insertion hole; and embedding sections are arranged at two ends of the transverse rib, in the construction step (2), the embedding sections are embedded into the embedding holes, and the middle part of the transverse rib and the embedding sections are arranged in a bent mode.
9. The method for plugging construction by external bar planting between piles according to claim 7, wherein in the step (2), the bottom of the longitudinal bar is embedded in the soil at the bottom of the foundation pit.
10. The method for constructing leakage stoppage by external planting bars between piles according to any one of claims 1 to 3, wherein in the construction step (2), a sunken hole is dug at the bottom of the foundation pit outside the collapsed opening, and in the construction step (5), during the process of spraying concrete into the collapsed opening, concrete is poured into the sunken hole to form a sunken block which is formed at the bottom of the outer retaining wall and is integrally formed with the outer retaining wall.
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| CN202110771102.3A CN113565149A (en) | 2021-07-07 | 2021-07-07 | Leaking stoppage construction method by external bar planting method between piles |
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| CN202110771102.3A CN113565149A (en) | 2021-07-07 | 2021-07-07 | Leaking stoppage construction method by external bar planting method between piles |
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| CN112726626A (en) * | 2020-12-25 | 2021-04-30 | 中国建筑第八工程局有限公司 | Method for stopping leakage between foundation pit retaining piles |
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