CN110904955A - Foundation reinforcing method - Google Patents
Foundation reinforcing method Download PDFInfo
- Publication number
- CN110904955A CN110904955A CN201911366767.5A CN201911366767A CN110904955A CN 110904955 A CN110904955 A CN 110904955A CN 201911366767 A CN201911366767 A CN 201911366767A CN 110904955 A CN110904955 A CN 110904955A
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- China
- Prior art keywords
- hole
- grouting
- perforated pipe
- inner sleeve
- foundation
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
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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
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/48—Piles varying in construction along their length, i.e. along the body between head and shoe, e.g. made of different materials along their length
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
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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
- E02D2300/0021—Mortar
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0025—Adhesives, i.e. glues
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to a foundation reinforcing method, which comprises the following steps: (1) drilling a foundation hole, inserting the lower end of the perforated pipe with a plurality of holes uniformly distributed on the pipe wall into the foundation hole, filling coarse sand into the lower section of the foundation hole and tamping; (2) injecting water glass solution and cement paste into the bottom of the perforated pipe through the first inner sleeve, and curing the bottom end of the perforated pipe in the foundation hole; (3) reaming the upper part of the basic hole to form an enlarged hole, and then sequentially sleeving the grouting discs on the part, located in the enlarged hole, of the floral tube at equal intervals; (4) filling coarse sand into the enlarged hole; (5) pumping high-pressure water glass solution into each grouting disc in sequence through a second inner sleeve, flushing and diffusing the water glass solution outwards through the grouting pipes, and then removing the second inner sleeve; (6) and injecting cement slurry into the perforated pipe, wherein part of the cement slurry is diffused outwards through the grouting pipe and contacts with the water glass solution, the other part of the cement slurry directly enters coarse sand in the enlarged hole through the hole in the perforated pipe, and the operation is finished after the cement slurry is solidified.
Description
Technical Field
The invention relates to a foundation reinforcing method.
Background
One existing foundation reinforcing technology is, for example, the patent No. 201610488648.7 entitled "foundation reinforcing device and foundation reinforcing method", which promotes the formation of cross-linked nodular concrete between columns for reinforcement, and can effectively reinforce the foundation; in the implementation, however, after the grouting disc is required to be moved to a corresponding position in the positioning of the grouting disc in the technical scheme, the positioning elastic pin rod is inserted into the positioning hole through the traction rope, the operation is extremely inconvenient, firstly, the grouting disc needs an additional position, and in the process, if interference occurs between the first traction rope and the second traction rope, the elastic pin rod is popped out in advance, and the error cannot be reversed; in addition, during grouting, the pressure of high-pressure grout on the elastic pin rod can make the elastic pin rod overcome the elastic force to move the grouting disc; the original state of the elastic pin rod is limited by the arc-shaped baffle, the arc-shaped baffle forms larger resistance to the grout in the grouting process and can cause the grout to generate circulating flow which is not beneficial to grouting in the grouting disc, the grout is not easy to diffuse outwards, and the so-called crosslinking effect is difficult to generate; finally, since the grouting work is limited to the outward diffusion through the grouting plate to obtain a so-called crosslinking effect, there is no slurry in the columns where the coarse sand is piled up, so that the columns as a reinforcing core are not stable, and thus the effect of resisting compressive and shearing forces is poor even though the local crosslinking effect is strong.
Disclosure of Invention
The invention aims to provide a foundation reinforcing method which overcomes the defects and is enough to form cross-linked bodies among reinforcing columns, and the method is realized by the following technical scheme:
a foundation reinforcing method comprises the following steps: (1) drilling a foundation hole, inserting the lower end of the perforated pipe with a plurality of holes uniformly distributed on the pipe wall into the foundation hole, filling coarse sand into the lower section of the foundation hole and tamping; (2) inserting a first inner sleeve into the perforated pipe, wherein the lower part of the first inner sleeve is provided with a blocking head, the outer diameter of the blocking head is equal to the inner diameter of the perforated pipe, injecting water glass solution and cement slurry into the bottom of the perforated pipe through the first inner sleeve, and curing the bottom end of the perforated pipe in a basic hole; (3) reaming the upper part of the basic hole to form an enlarged hole, and then sequentially sleeving the grouting discs on the part, located in the enlarged hole, of the floral tube at equal intervals; a plurality of grouting pipes are symmetrically distributed on the edge of the grouting disc, and the outer end parts of the grouting pipes are in contact with the hole wall of the enlarged hole; (4) filling coarse sand into the enlarged hole; (5) inserting a second inner sleeve into the perforated pipe, wherein the lower end of the second inner sleeve is a solid end, a side hole positioned above the solid end is formed in the lower part of the second inner sleeve, a plugging block is arranged above the side hole, and the outer diameter of the plugging block is equal to the inner diameter of the perforated pipe; vertically moving a second inner sleeve to enable the side holes to be sequentially as high as the height of each grouting disc, sequentially pumping high-pressure water glass solution into each grouting disc through the second inner sleeve, flushing and diffusing the water glass solution outwards through a grouting pipe, and then removing the second inner sleeve; (6) and injecting cement slurry into the perforated pipe, wherein part of the cement slurry is diffused outwards through the grouting pipe and contacts with the water glass solution, the other part of the cement slurry directly enters coarse sand in the enlarged hole through the hole in the perforated pipe, and the operation is finished after the cement slurry is solidified.
The foundation reinforcing method is further designed in that the bottom side surface of the grouting disc is in a conical surface shape, so that coarse sand can be conveniently filled into the enlarged hole.
The foundation reinforcing method is further characterized in that a sleeve penetrating hole with the diameter equal to that of the perforated pipe is formed in the middle of the grouting disc, and an elastic sealing ring is arranged in the sleeve penetrating hole; the bottom side surface of the grouting disc is vertically connected with a plurality of positioning rods; and (4) after the grouting discs are sequentially sleeved on the perforated pipe in the step (3), the grouting discs are flicked through the column hammer to enable the grouting discs to sequentially penetrate through the perforated pipe at equal intervals, and the distance between every two adjacent grouting discs is determined by the length of the positioning rod.
The foundation reinforcing method is further designed in that in the step (3), before the first grouting disc is hooped on the perforated pipe, a bottom plate hoop with a through hole in the middle is hooped on the perforated pipe and pressed to the bottom of the enlarged hole, so that the subsequent grouting pipe can be accurately positioned.
The invention has the beneficial effects that:
before cement paste is injected, water glass solution which is strong in mobility and easy to wash and diffuse is injected into the foundation, so that the diffusion radius of the column is greatly enhanced, and then the cement paste is injected, so that the cement paste can be quickly solidified to form a stable cross-linked structure, and the strength of the foundation is enhanced; positioning rods are directly adopted for positioning among the grouting discs, so that the positioning is accurate, and the subsequent injection of the water glass solution through each grouting disc one by one is facilitated; and injecting cement slurry into the coarse sand in the enlarged hole to ensure that the cement slurry forms a column with stable structure after being solidified, thereby ensuring the stability of the structure of the cross-linked body.
Drawings
FIG. 1 is a schematic view of a structure in which grouting plates are arranged equidistantly on a perforated pipe.
Fig. 2 is a structural schematic diagram of the lower end of the first inner sleeve at the lower part of the floral tube.
FIG. 3 is a schematic view showing the structure in which the lower part of the floral tube is fixed in the foundation hole.
Fig. 4 is a schematic structural view of the enlarged hole after being filled with coarse sand.
Fig. 5 is a schematic view of a structure for injecting a water glass solution into a ground through a grouting tray.
FIG. 6 is a schematic view showing a state in which a water glass solution is diffused around a column.
Fig. 7 is a schematic view showing the structure of the cross-linked bodies existing between the adjacent columns after injecting cement slurry into the ground through the perforated pipe.
Detailed Description
The invention is further illustrated by the following figures and examples in conjunction with the description:
a foundation reinforcing method comprises the following steps:
as shown in figure 1, (1) drilling a foundation hole, inserting the lower end of a perforated pipe 1 with a plurality of holes 11 uniformly distributed on the pipe wall into a foundation hole 2, filling coarse sand into the lower section of the foundation hole and then tamping the coarse sand; referring to fig. 2, (2) inserting a first inner sleeve 3 into the perforated pipe 1, wherein a blocking head 31 is arranged at the lower part of the first inner sleeve, the outer diameter of the blocking head is equal to the inner diameter of the perforated pipe, injecting water glass solution and cement slurry into the bottom of the perforated pipe through the first inner sleeve, and curing the bottom end of the perforated pipe in a basic hole; (3) as shown in fig. 3, the upper part of the basic hole is reamed to form an enlarged hole 4, and then grouting discs 5 are sequentially sleeved on the part of the perforated pipe, which is positioned in the enlarged hole, at equal intervals; a plurality of grouting pipes 51 are symmetrically distributed on the edge of the grouting disc, and the outer end parts of the grouting pipes are in contact with the hole wall of the enlarged hole.
(4) Filling coarse sand into the enlarged hole, wherein the state is shown in figure 4; (5) referring to fig. 5 and 6, a second inner sleeve 6 is inserted into the perforated pipe, the lower end of the second inner sleeve is a solid end, a side hole 62 is formed in the lower portion of the second inner sleeve and located above the solid end, a blocking block 61 is arranged above the side hole, and the outer diameter of the blocking block is equal to the inner diameter of the perforated pipe; vertically moving a second inner sleeve to enable the side holes to be sequentially as high as the height of each grouting disc, sequentially pumping high-pressure sodium silicate solution into each grouting disc through the second inner sleeve, flushing and diffusing the sodium silicate solution outwards through a grouting pipe to form a sodium silicate impact area 7, and removing the second inner sleeve; (6) and (3) injecting cement slurry into the perforated pipe, wherein part of the cement slurry is diffused outwards through the grouting pipe and contacts with the water glass solution, the other part of the cement slurry directly enters coarse sand in the enlarged hole through the hole in the perforated pipe, and the cement slurry is solidified to form a cross-linked body 9 with high strength between the columns 8.
Particularly, the bottom side surface of the grouting disc is in a conical surface shape, so that coarse sand can be conveniently filled into the enlarged hole. The coarse sand can be compacted as much as possible by vibration when the coarse sand is filled, and obviously, the particles of the coarse sand are large and cannot enter the perforated pipe to block the perforated pipe.
Furthermore, the middle part of the grouting disc 5 is provided with a sleeve hole with the same diameter as the floral tube, and an elastic sealing ring 52 is arranged in the sleeve hole; the bottom side surface of the grouting disc is vertically connected with a plurality of positioning rods 53; and (4) after the grouting discs are sequentially sleeved on the perforated pipe in the step (3), the grouting discs are flicked through the column hammer to enable the grouting discs to sequentially penetrate through the perforated pipe at equal intervals, and the distance between every two adjacent grouting discs is determined by the length of the positioning rod.
In the step (3), before the first grouting disc is hooped on the perforated pipe, a bottom plate 54 with a through hole in the middle is hooped on the perforated pipe and is pressed to the bottom of the enlarged hole, so that the subsequent grouting pipe can be accurately positioned; correspondingly, the top plate 55 is also hooped on the upper part of the floral tube.
Specifically, the baume degree of the water glass solution and the specification of the cement paste are specifically determined according to the characteristics of the address, such as the collapsibility and the like, the invention aims to provide a cross-linking body which is beneficial to forming a reinforcing structure around a column body, and the corresponding relation between specific parameters of the water glass solution and the cement paste and the soil texture in the curing operation belongs to the known technology in the field, and is not repeated herein.
Before cement paste is injected, water glass solution which is strong in mobility and easy to wash and diffuse is injected into the foundation, so that the diffusion radius of the column is greatly enhanced, and then the cement paste is injected, so that the cement paste can be quickly solidified to form a stable cross-linked structure, and the strength of the foundation is enhanced; positioning rods are directly adopted for positioning among the grouting discs, so that the positioning is accurate, and the subsequent injection of the water glass solution through each grouting disc one by one is facilitated; and injecting cement slurry into the coarse sand in the enlarged hole to ensure that the cement slurry forms a column with stable structure after being solidified, thereby ensuring the stability of the structure of the cross-linked body.
Claims (4)
1. A foundation reinforcing method is characterized by comprising the following steps: (1) drilling a foundation hole, inserting the lower end of the perforated pipe with a plurality of holes uniformly distributed on the pipe wall into the foundation hole, filling coarse sand into the lower section of the foundation hole and tamping; (2) inserting a first inner sleeve into the perforated pipe, wherein the lower part of the first inner sleeve is provided with a blocking head, the outer diameter of the blocking head is equal to the inner diameter of the perforated pipe, injecting water glass solution and cement slurry into the bottom of the perforated pipe through the first inner sleeve, and curing the bottom end of the perforated pipe in a basic hole; (3) reaming the upper part of the basic hole to form an enlarged hole, and then sequentially sleeving the grouting discs on the part, located in the enlarged hole, of the floral tube at equal intervals; a plurality of grouting pipes are symmetrically distributed on the edge of the grouting disc, and the outer end parts of the grouting pipes are in contact with the hole wall of the enlarged hole; (4) filling coarse sand into the enlarged hole; (5) inserting a second inner sleeve into the perforated pipe, wherein the lower end of the second inner sleeve is a solid end, a side hole positioned above the solid end is formed in the lower part of the second inner sleeve, a plugging block is arranged above the side hole, and the outer diameter of the plugging block is equal to the inner diameter of the perforated pipe; vertically moving a second inner sleeve to enable the side holes to be sequentially as high as the height of each grouting disc, sequentially pumping high-pressure water glass solution into each grouting disc through the second inner sleeve, flushing and diffusing the water glass solution outwards through a grouting pipe, and then removing the second inner sleeve; (6) and injecting cement slurry into the perforated pipe, wherein part of the cement slurry is diffused outwards through the grouting pipe and contacts with the water glass solution, the other part of the cement slurry directly enters coarse sand in the enlarged hole through the hole in the perforated pipe, and the operation is finished after the cement slurry is solidified.
2. The foundation reinforcing method according to claim 1, wherein the bottom side surface of the grouting disc is conical so as to fill the enlarged hole with coarse sand.
3. The foundation reinforcing method according to claim 1, wherein the middle part of the grouting disc is provided with a sleeve penetrating hole with the same diameter as the perforated pipe, and an elastic sealing ring is arranged in the sleeve penetrating hole; the bottom side surface of the grouting disc is vertically connected with a plurality of positioning rods; and (4) after the grouting discs are sequentially sleeved on the perforated pipe in the step (3), the grouting discs are flicked through the column hammer to enable the grouting discs to sequentially penetrate through the perforated pipe at equal intervals, and the distance between every two adjacent grouting discs is determined by the length of the positioning rod.
4. A method for strengthening a foundation according to claim 1, wherein in step (3), before the first grouting pan is mounted on the perforated pipe, a bottom plate with a through hole in the middle is mounted on the perforated pipe and pressed down to the bottom of the enlarged hole, so as to accurately position the subsequent grouting pipe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911366767.5A CN110904955B (en) | 2019-12-26 | 2019-12-26 | Foundation reinforcing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911366767.5A CN110904955B (en) | 2019-12-26 | 2019-12-26 | Foundation reinforcing method |
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| Publication Number | Publication Date |
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| CN110904955A true CN110904955A (en) | 2020-03-24 |
| CN110904955B CN110904955B (en) | 2021-04-09 |
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| CN201911366767.5A Active CN110904955B (en) | 2019-12-26 | 2019-12-26 | Foundation reinforcing method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112127350A (en) * | 2020-08-19 | 2020-12-25 | 中国港湾工程有限责任公司 | Construction process of marine gravel pile |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011208131A (en) * | 2010-03-10 | 2011-10-20 | Fuji Kagaku Kk | Flash setting ground-grouting chemical solution |
| CN105821884A (en) * | 2016-04-13 | 2016-08-03 | 中水珠江规划勘测设计有限公司 | Grouting device and grouting method for gravel-cobble strata |
| CN106087958A (en) * | 2016-06-27 | 2016-11-09 | 浙大宁波理工学院科技研究院有限公司 | Basement process device and the method for basement process |
-
2019
- 2019-12-26 CN CN201911366767.5A patent/CN110904955B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011208131A (en) * | 2010-03-10 | 2011-10-20 | Fuji Kagaku Kk | Flash setting ground-grouting chemical solution |
| CN105821884A (en) * | 2016-04-13 | 2016-08-03 | 中水珠江规划勘测设计有限公司 | Grouting device and grouting method for gravel-cobble strata |
| CN106087958A (en) * | 2016-06-27 | 2016-11-09 | 浙大宁波理工学院科技研究院有限公司 | Basement process device and the method for basement process |
Non-Patent Citations (1)
| Title |
|---|
| 吴俊良等: "地面预注浆及其质量分析", 《煤炭科学技术》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112127350A (en) * | 2020-08-19 | 2020-12-25 | 中国港湾工程有限责任公司 | Construction process of marine gravel pile |
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| Publication number | Publication date |
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| CN110904955B (en) | 2021-04-09 |
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