CN114960612A - Soft soil foundation reinforcing method - Google Patents
Soft soil foundation reinforcing method Download PDFInfo
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- CN114960612A CN114960612A CN202210653432.7A CN202210653432A CN114960612A CN 114960612 A CN114960612 A CN 114960612A CN 202210653432 A CN202210653432 A CN 202210653432A CN 114960612 A CN114960612 A CN 114960612A
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- 239000002689 soil Substances 0.000 title claims abstract description 97
- 238000000034 method Methods 0.000 title claims abstract description 28
- 230000003014 reinforcing effect Effects 0.000 title claims description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 39
- 239000000945 filler Substances 0.000 claims abstract description 25
- 238000005086 pumping Methods 0.000 claims description 10
- 238000002347 injection Methods 0.000 claims description 7
- 239000007924 injection Substances 0.000 claims description 7
- 238000001514 detection method Methods 0.000 claims description 6
- 230000009471 action Effects 0.000 claims description 4
- 230000007246 mechanism Effects 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 10
- 238000007596 consolidation process Methods 0.000 abstract description 9
- 230000002787 reinforcement Effects 0.000 abstract description 5
- 238000005516 engineering process Methods 0.000 abstract description 4
- 239000000463 material Substances 0.000 abstract description 4
- 238000005056 compaction Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 3
- 239000004576 sand Substances 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 238000011282 treatment Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/046—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention has proposed the reinforcement method of a soft soil foundation, set up the borehole in the foundation soil body, and pressurize the internal environment of borehole and make the water content enter borehole in the soil body, carry on the drainage and evacuation to the borehole; tamping the foundation soil body to tamp the foundation, draining water and vacuumizing the well hole again, backfilling the filler into the well hole to replace the foundation soil body, wherein the strength of the solidified filler is greater than that of the tamped foundation soil body; uniformly distributing a plurality of well holes in the foundation soil body, repeating the step two, and finally paving a grid on the ground surface and leveling the field; by utilizing the pressurized casing drainage consolidation technology, a plurality of well holes are drilled in the foundation soil body, the filling materials are backfilled in the well holes, and the filling materials are diffused into the soil body around the well holes by utilizing the negative pressure in the well holes, so that the purpose of replacing the original soil body with the filling materials with higher strength is achieved, the foundation strength is greatly improved, the operation difficulty is lower, and the construction period is shorter.
Description
Technical Field
The invention relates to the technical field of foundation reinforcement, in particular to a soft soil foundation reinforcement method.
Background
The drainage consolidation method is a construction method for reinforcing the strength of a building foundation. Can be applied to the reinforcement of natural foundation; or vertical drainage bodies such as sand wells (bagged sand wells or plastic drainage belts) are arranged in the foundation, and then the vertical drainage bodies are gradually loaded in stages by the weight of the building; or the prepressing is firstly loaded on the site before the building is built, so that pore water in the soil body is discharged and gradually solidified, the foundation is settled, and the strength of the foundation is gradually improved.
The soft soil coverage area in China is wide, the soft soil coverage area is mainly located on two banks of coastal areas, plain areas, inland lakes and basins, depressions and rivers, if large-area yards, large-scale parking factories and other building facilities need to be quickly built on the soft soil foundation, the strength of the soft soil foundation is difficult to bear, so the drainage consolidation construction of the soft soil foundation is usually needed, even under some conditions, the soft soil in the whole foundation needs to be completely dug out, and then the filling material with higher strength is filled in the foundation pit. However, the traditional drainage consolidation method has respective defects in the aspects of construction period, construction cost, bearing capacity of constructed foundation and the like; more importantly, the foundation strength treated by the drainage consolidation method still cannot meet the construction requirement generally, and various subsequent treatments are needed, so that the construction difficulty and complexity are increased.
Disclosure of Invention
In view of the above, the invention provides a soft soil foundation reinforcing method.
The technical scheme of the invention is realized as follows: the invention provides a soft soil foundation reinforcing method, which comprises the following steps,
step one, arranging a well hole in foundation soil, pressurizing the environment in the well hole to enable water in the soil to enter the well hole, and performing dewatering and vacuum pumping on the well hole;
step two, tamping the foundation soil body to tamp the foundation, lowering water and vacuumizing the well hole again, backfilling the filler into the well hole to replace the foundation soil body, wherein the strength of the solidified filler is greater than that of the tamped foundation soil body;
and step three, uniformly distributing a plurality of well holes in the foundation soil body, repeating the step two, and finally, paving a grid on the ground surface and leveling the field.
On the basis of the technical scheme, preferably, the step one comprises the following steps of 1-1, leveling the ground, backfilling fillers on the surface of the soil body of the foundation to form a solidified cushion layer, and arranging tamping equipment to impact and tamp the ground surface; step 1-2, arranging vibration equipment, inserting a vibration rod of the vibration equipment into the soil body through the cushion layer, and generating continuous transverse impact on the soil body by the vibration rod; step 1-3, respectively arranging a first borehole and a second borehole in the foundation soil body, wherein the first borehole or the second borehole penetrates through the cushion layer to extend upwards and is communicated with the external environment, and a casing pipe and a pressure pipe are respectively and tightly arranged in the first borehole and the second borehole; 1-4, communicating a pressure pipe to pressurizing equipment, and continuously pressurizing the soil body internal environment by the pressurizing equipment through the pressure pipe; and 1-5, inserting an inner pipe into the sleeve, wherein the inner pipe is communicated to a suction device, the suction device continuously pumps water or vacuumizes water from the sleeve through the inner pipe, and a vacuum negative pressure environment is formed in the sleeve.
Still more preferably, in step 1-2, the vibrating rod is inserted into the soil to a depth of 2 to 6 m.
Still further preferably, in step 1-1, the tamping apparatus impacts the compacted earth surface two to three times.
More preferably, the step two comprises the following steps of step 2-1, determining a preset water level in the sleeve, continuously pumping water or vacuumizing from the sleeve through the inner pipe by using a pumping device until the water level in the sleeve is lower than the preset water level, removing the pressure pipe and the pressurizing mechanism, and setting a tamping device to tamp the soil body; and 2-2, after the tamping is finished, taking out the casing pipe from the first well hole, communicating the first well hole to the injection equipment, backfilling the filler into the first well hole by the injection equipment, and guiding the filler to diffuse and solidify into the soil body under the action of the vacuum negative pressure environment in the casing pipe.
Further preferably, in the second step, the second to third steps of the step 2-1 and the step 2-2 are repeated, and the preset water level in the casing is re-determined in each repetition.
Preferably, in the step two, the method further comprises a step 2-3, in each repetition of the step 2-1, when the water level in the casing is lower than the preset water level, the pressure of the water in the gap in the first well hole is detected, and if the detection is unqualified, the step 2-1 and the step 2-2 are continuously repeated; and if the detection is qualified, performing dynamic compaction on the foundation soil body by using compaction equipment, and then entering the third step.
More preferably, in the step 2-1, the soil body is subjected to point ramming by adopting ramming equipment, and in each repetition of the step 2-1, the ramming equipment gradually increases the ramming energy to carry out point ramming; and in the step 2-3, full compaction is carried out on the soil body by adopting tamping equipment, and the tamping energy of the full compaction of the tamping equipment is less than that of the last point compaction.
Still more preferably, in step 1-3, a seal is provided on the top end of the pressure pipe to seal the surface of the soil.
Compared with the prior art, the soft soil foundation reinforcing method has the following beneficial effects:
the invention uses the pressurized casing drainage consolidation technology to drill a plurality of well holes in the foundation soil body, backfill the filler into the well holes, and use the negative pressure in the well holes to diffuse the filler into the soil body around the well holes, thereby achieving the purpose of replacing the original soil body with the filler with higher strength, greatly improving the foundation strength, having smaller operation difficulty and shorter construction period.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a flow chart of a consolidation method of the present invention;
FIG. 2 is a schematic illustration of a consolidation method of the present invention;
fig. 3 is a schematic view of the reinforcement method of the present invention.
In the figure: 1. a cushion layer; 101. a first wellbore; 102. a second wellbore; 2. a ramming device; 3. a vibrating rod; 4. a sleeve; 5. a pressure pipe; 6. a pressurizing device; 7. an inner tube; 8. a suction device; 9. an injection device; 10. and a gasket.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
The first embodiment is as follows:
as shown in fig. 1, in conjunction with fig. 2 and 3, the soft soil foundation reinforcing method of the present invention includes the steps of,
step one, arranging a well hole in foundation soil, pressurizing the environment in the well hole to enable water in the soil to enter the well hole, and performing dewatering and vacuum pumping on the well hole;
step two, tamping the foundation soil body to tamp the foundation, lowering water and vacuumizing the well hole again, backfilling the filler into the well hole to replace the foundation soil body, wherein the strength of the solidified filler is greater than that of the tamped foundation soil body;
and step three, uniformly distributing a plurality of well holes in the foundation soil body, repeating the step two, and finally, paving a grid on the ground surface and leveling the field.
The principle of the invention is that firstly, the water content in the foundation soil is extruded into the well hole and extracted by utilizing the pressurizing drainage consolidation technology, thereby improving the strength of the foundation soil, then the filler is backfilled into the well hole, and the filler is diffused to the soil around the well hole under the action of the negative pressure of the environment in the well hole, thereby achieving the purpose of replacing part of the foundation soil by the filler, and further strengthening the strength of the foundation. Compared with a drainage fixing technology, the reinforcing effect on the strength of the foundation is better; compared with the traditional method of digging out all soft soil of the whole foundation and then backfilling the filler, the method has the advantages of low operation difficulty, small construction scale and short construction period.
It should be noted that, the strength of the backfill filler described in this embodiment is higher than that of the original foundation soil body, which means that various indexes including the bearing capacity, the anti-seismic and anti-pressure capacity, and the like are all higher than that of the original foundation soil body.
Example two:
in the first embodiment, when implemented specifically, the second embodiment is implemented by the following means.
Wherein, the first step comprises the following steps,
step 1-1, leveling a field, backfilling a filler on the surface of a soil body of a foundation to form a solidified cushion layer 1, and arranging a tamping device 2 to tamp the ground surface for two to three times;
step 1-2, arranging vibration equipment, inserting a vibrating rod 3 of the vibration equipment into the soil body through the cushion layer 1, and enabling the vibrating rod 3 to generate continuous transverse impact on the soil body; generally speaking, the vibrating rod 3 is inserted into the soil to a depth of 2 to 6 m;
1-3, respectively arranging a first borehole 101 and a second borehole 102 in the foundation soil body, wherein the first borehole 101 or the second borehole 102 extends upwards through the cushion layer 1 and is communicated with the external environment, and a casing 4 and a pressure pipe 5 are respectively and tightly arranged in the first borehole 101 and the second borehole 102;
1-4, communicating a pressure pipe 5 to a pressurizing device 6, and continuously pressurizing the soil body internal environment by the pressurizing device 6 through the pressure pipe 5;
step 1-5, inserting an inner pipe 7 into the sleeve 4, wherein the inner pipe 7 is communicated with a suction device 8, the suction device 8 continuously pumps water or vacuumizes water from the sleeve 4 through the inner pipe 7, and a vacuum negative pressure environment is formed in the sleeve 4.
Wherein the second step comprises the following steps,
step 2-1, determining a preset water level in the casing 4, continuously pumping water or vacuumizing from the casing 4 through the inner pipe 7 by using a pumping device 8 until the water level in the casing 4 is lower than the preset water level, removing the pressure pipe 5 and the pressurizing mechanism, and setting a tamping device 2 to tamp a soil body;
and 2-2, after the tamping is finished, taking out the casing 4 from the first well hole 101, communicating the first well hole 101 to the injection device 9, backfilling the filler into the first well hole 101 by the injection device 9, and guiding the filler to diffuse into the soil body and solidify under the action of the vacuum negative pressure environment in the casing 4.
Example three:
in the second embodiment, in order to obtain better drainage effect, in the second step, the step 2-1 and the step 2-2 are repeated for two to three times, and the preset water level in the sleeve 4 is determined again in each repetition.
Example four:
on the basis of the third embodiment, in order to determine whether the dewatering effect meets the requirement, in the second step, the method further comprises a step 2-3, in each repetition of the step 2-1, after the water level in the casing 4 is lower than the preset water level, the pressure of the water in the gap in the first well hole 101 is detected, and if the detection is unqualified, the step 2-1 and the step 2-2 are continuously repeated; if the detection is qualified, the foundation soil body is dynamically compacted by the tamping equipment 2, and then the step three is carried out.
Example five:
in example four, different ramming patterns are used in different repeating steps.
Specifically, in the step 2-1, the soil body is point-compacted by adopting the tamping equipment 2, and in each repetition of the step 2-1, the tamping equipment 2 gradually increases the tamping energy to carry out point-compaction;
and in the step 2-3, the soil body is fully compacted by adopting the tamping equipment 2, and the tamping energy of the full tamping of the tamping equipment 2 is less than that of the last point tamping.
Example six:
as an alternative embodiment, in the step 1-3, a sealing gasket 10 is arranged on the top end of the pressurizing pipe to seal the soil surface so as to ensure the pressurizing and draining effects.
Example seven:
any combination of embodiments one to six is also included in the case where there is no technical conflict.
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, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (9)
1. A soft soil foundation reinforcing method is characterized in that: comprises the following steps of (a) carrying out,
step one, arranging a well hole in foundation soil, pressurizing the environment in the well hole to enable water in the soil to enter the well hole, and performing dewatering and vacuum pumping on the well hole;
tamping the foundation soil body to tamp the foundation, draining water and vacuumizing the well hole again, and backfilling the filler into the well hole to replace the foundation soil body, wherein the strength of the solidified filler is greater than that of the tamped foundation soil body;
and step three, uniformly distributing a plurality of well holes in the foundation soil body, repeating the step two, and finally, paving a grid on the ground surface and leveling the field.
2. A soft soil foundation reinforcing method as claimed in claim 1, wherein: the first step comprises the following steps of,
step 1-1, leveling a field, backfilling a filler on the surface of a soil body of a foundation to form a solidified cushion layer (1), and arranging a tamping device (2) to tamp the ground surface by impact;
step 1-2, arranging vibration equipment, inserting a vibrating rod (3) of the vibration equipment into the soil body through the cushion layer (1), and enabling the vibrating rod (3) to generate continuous transverse impact on the soil body;
1-3, respectively arranging a first borehole (101) and a second borehole (102) in a foundation soil body, wherein the first borehole (101) or the second borehole (102) penetrates through a cushion layer (1) to extend upwards and is communicated with the external environment, and a casing (4) and a pressure pipe (5) are respectively and tightly arranged in the first borehole (101) and the second borehole (102);
1-4, communicating a pressure pipe (5) to a pressurizing device (6), and continuously pressurizing the pressurizing device (6) to the environment in the soil body through the pressure pipe (5);
step 1-5, inserting an inner pipe (7) into the sleeve (4), communicating the inner pipe (7) to a suction device (8), continuously pumping water or vacuumizing from the sleeve (4) through the inner pipe (7) by the suction device (8), and forming a vacuum negative pressure environment in the sleeve (4).
3. A soft soil foundation reinforcing method according to claim 2, wherein: in step 1-2, a vibrating rod (3) is inserted into the soil body to a depth of 2 to 6 m.
4. A soft soil foundation reinforcing method as claimed in claim 2, wherein: in step 1-1, the tamping apparatus (2) impacts the compacted earth surface two to three times.
5. A soft soil foundation reinforcing method as claimed in claim 2, wherein: the second step comprises the following steps of,
step 2-1, determining a preset water level in the casing (4), continuously pumping water or vacuumizing from the casing (4) through an inner pipe (7) by using a pumping device (8) until the water level in the casing (4) is lower than the preset water level, removing a pressure pipe (5) and a pressurizing mechanism, and setting a tamping device (2) to tamp a soil body;
and 2-2, after the tamping is finished, taking out the casing (4) from the first well hole (101), communicating the first well hole (101) to the injection equipment (9), backfilling filler into the first well hole (101) by the injection equipment (9), and guiding the filler to diffuse into a soil body and solidify under the action of a vacuum negative pressure environment in the casing (4).
6. A method of reinforcing a soft soil foundation according to claim 5, characterised in that: in the second step, the step 2-1 and the step 2-2 are repeated for two to three times, and the preset water level in the sleeve (4) is determined again in each repetition.
7. A method of reinforcing a soft soil foundation according to claim 6, characterised in that: in the second step, the method also comprises a step 2-3, in each repetition of the step 2-1, when the water level in the casing (4) is lower than the preset water level, the pressure of the water in the gap in the first well hole (101) is detected, and if the detection is unqualified, the step 2-1 and the step 2-2 are continuously repeated; if the detection is qualified, the foundation soil body is dynamically compacted by using the tamping equipment (2), and then the step three is carried out.
8. A soft soil foundation reinforcing method as claimed in claim 7, wherein: in the step 2-1, point ramming is carried out on the soil body by adopting the ramming equipment (2), and in each repetition of the step 2-1, the ramming equipment (2) gradually increases the ramming energy to carry out point ramming;
in the step 2-3, the soil body is fully tamped by the tamping equipment (2), and the tamping energy of the full tamping of the tamping equipment (2) is less than that of the last point tamping.
9. A soft soil foundation reinforcing method as claimed in claim 2, wherein: in the step 1-3, a sealing gasket (10) is arranged on the top end of the pressurizing pipe to seal the surface of the soil body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210653432.7A CN114960612A (en) | 2022-06-08 | 2022-06-08 | Soft soil foundation reinforcing method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210653432.7A CN114960612A (en) | 2022-06-08 | 2022-06-08 | Soft soil foundation reinforcing method |
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| CN114960612A true CN114960612A (en) | 2022-08-30 |
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| CN202210653432.7A Pending CN114960612A (en) | 2022-06-08 | 2022-06-08 | Soft soil foundation reinforcing method |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105200973A (en) * | 2015-09-16 | 2015-12-30 | 河北建设勘察研究院有限公司 | Comprehensive treatment method of soft foundation |
| CN105926579A (en) * | 2016-06-29 | 2016-09-07 | 武汉南方旭域科技工程有限公司 | Pressurization type casing pipe impact drainage consolidation system and method |
| CN106958239A (en) * | 2016-01-11 | 2017-07-18 | 上海杰欧地基建筑科技有限公司 | Precipitation union gently rams soft soil foundation reinforcing method |
| WO2018151583A1 (en) * | 2017-02-20 | 2018-08-23 | 에이치엔티환경건설개발(주) | Soft ground improvement method using high-density polyurethane |
| CN111809603A (en) * | 2019-04-10 | 2020-10-23 | 上海港湾基础建设（集团）股份有限公司 | High-vacuum densification soft foundation treatment method |
| CN114108597A (en) * | 2021-11-04 | 2022-03-01 | 武汉南方旭域科技工程有限公司 | Vacuum drainage grouting method |
-
2022
- 2022-06-08 CN CN202210653432.7A patent/CN114960612A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105200973A (en) * | 2015-09-16 | 2015-12-30 | 河北建设勘察研究院有限公司 | Comprehensive treatment method of soft foundation |
| CN106958239A (en) * | 2016-01-11 | 2017-07-18 | 上海杰欧地基建筑科技有限公司 | Precipitation union gently rams soft soil foundation reinforcing method |
| CN105926579A (en) * | 2016-06-29 | 2016-09-07 | 武汉南方旭域科技工程有限公司 | Pressurization type casing pipe impact drainage consolidation system and method |
| WO2018151583A1 (en) * | 2017-02-20 | 2018-08-23 | 에이치엔티환경건설개발(주) | Soft ground improvement method using high-density polyurethane |
| CN111809603A (en) * | 2019-04-10 | 2020-10-23 | 上海港湾基础建设（集团）股份有限公司 | High-vacuum densification soft foundation treatment method |
| CN114108597A (en) * | 2021-11-04 | 2022-03-01 | 武汉南方旭域科技工程有限公司 | Vacuum drainage grouting method |
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