CN114525774A - Foundation reinforcement construction method - Google Patents
Foundation reinforcement construction method Download PDFInfo
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- CN114525774A CN114525774A CN202210126270.1A CN202210126270A CN114525774A CN 114525774 A CN114525774 A CN 114525774A CN 202210126270 A CN202210126270 A CN 202210126270A CN 114525774 A CN114525774 A CN 114525774A
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- 238000010276 construction Methods 0.000 title claims abstract description 33
- 230000002787 reinforcement Effects 0.000 title claims abstract description 26
- 238000005056 compaction Methods 0.000 claims abstract description 42
- 239000004568 cement Substances 0.000 claims abstract description 18
- 239000002002 slurry Substances 0.000 claims abstract description 14
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 10
- 230000002093 peripheral effect Effects 0.000 claims abstract description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 46
- 238000000034 method Methods 0.000 claims description 42
- 239000011148 porous material Substances 0.000 claims description 24
- 239000004575 stone Substances 0.000 claims description 20
- 238000001514 detection method Methods 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 6
- 239000003673 groundwater Substances 0.000 claims description 4
- 230000000717 retained effect Effects 0.000 claims description 4
- 230000001502 supplementing effect Effects 0.000 claims description 4
- 230000006641 stabilisation Effects 0.000 claims 8
- 238000011105 stabilization Methods 0.000 claims 8
- 230000015572 biosynthetic process Effects 0.000 claims 1
- 238000004080 punching Methods 0.000 description 12
- 239000004927 clay Substances 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 2
- 230000001186 cumulative effect Effects 0.000 description 2
- 239000004744 fabric Substances 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process 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
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
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- 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
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- 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
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a foundation reinforcement construction method, which comprises the following steps: s100, determining the area of the foundation to be reinforced, and surveying the peripheral area of the foundation to be reinforced; s200, defining a surveying range of a foundation to be reinforced; s300, determining whether tamping is needed according to a survey result, performing step S400 in real time when tamping is needed, and performing step S500 in real time when tamping is not needed; s400, dynamic compaction is carried out in three times, point compaction is carried out in the first two times, and full compaction is carried out in the last time; s500, arranging grouting pipes on the ground of the foundation to be reinforced, pouring gravel into the grouting pipes, pulling out the grouting pipes, and then pouring cement slurry to form gravel piles, so that the foundation reinforcing structure is formed. The foundation to be reinforced is surveyed to obtain the foundation information, so that tamping reinforcement or tamping and gravel pile reinforcement are selected according to the actual survey result, the foundation strength is effectively improved, the foundation collapse is avoided, the construction method is quick, simple and convenient, and the construction quality can be effectively guaranteed.
Description
Technical Field
The invention particularly relates to the technical field of foundation reinforcement, and particularly relates to a foundation reinforcement construction method.
Background
At present, the foundation is a very important part in building, road and railway engineering, and in actual engineering, the natural foundation is often weak and cannot meet the requirements of bearing capacity and settlement, so the foundation needs to be reinforced. The foundation reinforcing method mainly adopted in the present stage comprises filling, tamping, compacting, draining, cementing, reinforcing and the like. The foundation treatment methods separately consider the bearing capacity requirement or the settlement requirement, the treatment cost is high, and the treatment effect is difficult to meet the requirements of both the bearing capacity and the settlement.
The method for reinforcing the foundation in the prior art is single, and cannot be adjusted according to the actual foundation condition, so that the quality of the foundation after being compacted is poor, and the risk of collapse still exists.
Disclosure of Invention
The invention aims to provide a foundation reinforcement construction method, which aims to solve the problems that the foundation reinforcement mode in the prior art proposed in the background technology is single and cannot be adjusted according to the actual foundation condition, so that the quality of the foundation after being compacted is poor, and the risk of collapse still exists.
In order to achieve the purpose, the invention provides the following technical scheme:
a foundation reinforcement construction method comprises the following steps:
s100, determining the area of the foundation to be reinforced, and surveying the peripheral area of the foundation to be reinforced;
s200, defining a surveying range of the foundation to be reinforced, and performing pore water pressure surveying, stratum deep settlement surveying and underground water level surveying on the foundation to be reinforced within the set surveying range to obtain a surveying result;
s300, determining whether tamping is needed according to a survey result, performing step S400 in real time when tamping is needed, and performing step S500 in real time when tamping is not needed;
s400, dynamic compaction is carried out in three times, point compaction is carried out in the first two times, and full compaction is carried out in the last time;
s500, arranging grouting pipes on the ground of the foundation to be reinforced, pouring gravel into the grouting pipes, pulling out the grouting pipes, and then pouring cement slurry to form gravel piles, so that the foundation reinforcing structure is formed.
As a further scheme of the invention: in step S200, the pore water pressure surveying method includes: nine drill holes are arranged at different horizontal radial distances, and pore water pressure sensors are distributed at the positions with the depths of 1, 3 and 5m (or 2, 4 and 6m) respectively.
As a still further scheme of the invention: in step S200, the method for surveying deep layer settlement of a stratum comprises: and arranging layered settlement observation tubes at representative points of the reinforced area, wherein settlement magnetic rings are respectively arranged at 1, 2, 3, 4 and 5m positions of each settlement observation tube along the depth direction, and the settlement at different depth positions under the earth surface is monitored.
As a still further scheme of the invention: in step S200, the groundwater level surveying method includes: 3 water level observation pipes are respectively arranged at different positions from the reference point in the test area, the arrangement detection degree is 8m, and the water level observation pipes are used for monitoring the water level change of the field in the whole tamping process.
As a still further scheme of the invention: step S400 specifically includes: the dynamic compaction is carried out for three times, the first two times are point compaction, the row distance of the single time is 1.5m, the distance between the compaction points of each row is 2.5m, the two rows of compaction points are arranged in a staggered manner to form a square grid, and the full compaction is carried out for the last time.
As a still further scheme of the invention: the heavy day of the rammer of the dynamic compaction is 16t, the diameter of the rammer is 3.0m, the height of the rammer is 1.0m, and the width of the construction rammer frame is 6 m.
As a still further scheme of the invention: in step S500, the method for laying grouting pipes on the ground of the foundation to be reinforced comprises: the construction method comprises the steps of constructing on the ground of a foundation to form a pile hole, and uniformly and circumferentially installing a plurality of grouting pipes in the pile hole, wherein the grouting pipes are slightly higher than the ground so as to facilitate grouting.
As a still further scheme of the invention: in step S500, the method for filling the broken stones into the grouting pipes comprises the following steps: installing a pile pipe on the vibration immersed tube gravel pile machine, vibrating the immersed tube at a preset position of a foundation, and stopping vibrating after reaching a preset elevation; and (4) filling broken stones from a broken stone inlet at the top of the pile pipe, and continuously supplementing broken stones and controlling the amount of broken stones in the vibrating pipe-pulling process.
As a still further scheme of the invention: in step S500, the method of injecting cement slurry includes: and (3) injecting cement slurry from the retained grouting pipe by using a high-pressure grouting pump to fill the pores in the gravel pile so as to form the semi-rigid grouted gravel pile.
As a still further scheme of the invention: in step S500, the method further includes: before cement slurry is injected, the manufactured geogrid cylinder is placed into the pile hole from the top, then gravel is poured into the opening of the geogrid cylinder to form the reinforcement hoop gravel pile, and the amount of the poured gravel can ensure that the top mark of the reinforcement hoop gravel pile can reach a preset elevation.
Compared with the prior art, the invention has the beneficial effects that: the foundation to be reinforced is surveyed to obtain the foundation information, so that tamping reinforcement or tamping and gravel pile reinforcement are selected according to the actual survey result, the foundation strength is effectively improved, the foundation collapse is avoided, the construction method is quick, simple and convenient, and the construction quality can be effectively guaranteed.
Drawings
Fig. 1 is a flowchart of a foundation reinforcement construction method.
Fig. 2 is a flowchart of step S500 in the foundation reinforcement construction method.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in 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 derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention discloses a foundation reinforcement construction method, which comprises the following steps: s100, determining the area of a foundation to be reinforced, and surveying the peripheral area of the foundation to be reinforced; s200, defining a surveying range of a foundation to be reinforced; s300, determining whether tamping is needed according to a survey result, performing step S400 in real time when tamping is needed, and performing step S500 in real time when tamping is not needed; s400, dynamic compaction is carried out in three times, point compaction is carried out in the first two times, and full compaction is carried out in the last time; s500, arranging grouting pipes on the ground of the foundation to be reinforced, pouring gravel into the grouting pipes, pulling out the grouting pipes, and then pouring cement slurry to form gravel piles, so that the foundation reinforcing structure is formed. The foundation to be reinforced is surveyed to obtain the foundation information, so that tamping reinforcement or tamping and gravel pile reinforcement are selected according to the actual survey result, the foundation strength is effectively improved, the foundation collapse is avoided, the construction method is quick, simple and convenient, and the construction quality can be effectively guaranteed.
The following is a detailed description with reference to the examples:
example 1
Referring to fig. 1-2, in an embodiment of the present invention, a foundation reinforcement construction method includes the following steps:
s100, determining the area of the foundation to be reinforced, and surveying the peripheral area of the foundation to be reinforced;
s200, defining a surveying range of the foundation to be reinforced, and performing pore water pressure surveying, stratum deep settlement surveying and underground water level surveying on the foundation to be reinforced within the set surveying range to obtain a surveying result;
s300, determining whether tamping is needed according to a survey result, performing step S400 in real time when tamping is needed, and performing step S500 in real time when tamping is not needed;
s400, dynamic compaction is carried out in three times, point compaction is carried out in the first two times, and full compaction is carried out in the last time;
s500, arranging grouting pipes on the ground of the foundation to be reinforced, pouring gravel into the grouting pipes, pulling out the grouting pipes, and then pouring cement slurry to form gravel piles, so that the foundation reinforcing structure is formed.
In step S200 of the embodiment of the present invention, the pore water pressure survey method is: nine drill holes are arranged at different horizontal radial distances, and pore water pressure sensors are distributed at the positions with the depths of 1 m, 3m and 5m respectively;
it should be noted that the arrangement of the pore water pressure sensors needs to consider the construction sequence and the cumulative effect on the pore water pressure, the pore water pressure sensors are embedded by adopting an air pressure punching method, the pore water pressure meters are placed in the holes after the punching is formed and are sunk to a preset depth, and then the surrounding gaps are filled with special mud balls and on-site powdered clay, so that the purpose of strictly sealing the holes is achieved, and the reliability of the pore water pressure test result is ensured.
In step S200 of the embodiment of the present invention, the method for surveying deep layer settlement of the stratum comprises: setting layered settlement observation pipes at representative points of a reinforced area, wherein settlement magnetic rings are respectively arranged at 1, 2, 3, 4 and 5m of each settlement observation pipe along the depth direction, and monitoring settlement at different depth positions under the earth surface;
it should be noted that in the deep layer settlement survey of the stratum, a steel ruler settlement gauge is required for detection. The layered settling pipe is buried by adopting an air pressure punching method, the magnetic ring is positioned on the settling pipe according to a specified interval after punching is formed, and then the settling pipe is placed in a manhole and sunk to a preset depth.
In step S200 of the present invention, the groundwater level surveying method is: 3 water level observation pipes are respectively arranged at different positions from a reference point in a test area, the arrangement detection degree is 8m, and the water level observation pipes are used for monitoring the water level change of a field in the whole tamping process;
the bottom of the water level observation pipe is provided with a filter hole and filter cloth. Burying a water level observation pipe by an air pressure punching method, placing a PVC (053mm) water level pipe into a hole after punching is formed, sinking to a preset depth, and filling the gaps around the pipe with medium sand or on-site silty clay to ensure that the water level pipe is tightly attached to the surrounding soil layer.
In the embodiment of the present invention, step S400 specifically includes: carrying out dynamic compaction for three times, wherein the first two times are point compaction, the row spacing of the single time is 1.5m, the distance between the compaction points of each row is 2.5m, two rows of compaction points are arranged in a staggered manner to form a square grid, and the last time is to carry out full compaction;
it is further noted that the heavy day of the rammer of the dynamic compaction is 16t, the diameter of the rammer is 3.0m, the height of the rammer is 1.0m, and the width of the construction rammer frame is 6 m.
In step S500 of the embodiment of the present invention, a method for laying grouting pipes on a ground of a foundation to be reinforced includes: constructing and forming a pile hole on the ground of the foundation, and uniformly and circumferentially installing a plurality of grouting pipes in the pile hole, wherein the grouting pipes are slightly higher than the ground so as to facilitate grouting;
further, the method for filling the broken stones into the grouting pipe comprises the following steps: installing a pile pipe on the vibration immersed tube gravel pile machine, vibrating the immersed tube at a preset position of a foundation, and stopping vibrating after reaching a preset elevation; filling broken stones from a broken stone inlet at the top of the pile pipe, and continuously supplementing broken stones and controlling the broken stone amount in the vibrating pipe-drawing process;
still further, the method for injecting cement paste comprises the following steps: injecting cement slurry into the hole of the gravel pile from the retained grouting pipe by using a high-pressure grouting pump to form a semi-rigid grouting gravel pile;
in addition, step S500 further includes placing the manufactured geogrid cylinder from the top of the pile hole before injecting cement paste, and then pouring gravel into the opening of the geogrid cylinder to form a reinforcement gravel pile, wherein the poured gravel amount is capable of ensuring that the top mark energy of the reinforcement gravel pile reaches a predetermined elevation.
Example 2
Referring to fig. 1-2, in an embodiment of the present invention, a foundation reinforcement construction method includes the following steps:
s100, determining the area of the foundation to be reinforced, and surveying the peripheral area of the foundation to be reinforced;
s200, defining a surveying range of the foundation to be reinforced, and performing pore water pressure surveying, stratum deep settlement surveying and underground water level surveying on the foundation to be reinforced within the set surveying range to obtain a surveying result;
s300, determining whether tamping is needed according to a survey result, performing step S400 in real time when tamping is needed, and performing step S500 in real time when tamping is not needed;
s400, dynamic compaction is carried out in three times, point compaction is carried out in the first two times, and full compaction is carried out in the last time;
s500, arranging grouting pipes on the ground of the foundation to be reinforced, pouring gravel into the grouting pipes, pulling out the grouting pipes, and then pouring cement slurry to form gravel piles, so that the foundation reinforcing structure is formed.
In step S200 of the embodiment of the present invention, the pore water pressure surveying method includes: nine drill holes are arranged at different horizontal radial distances, and pore water pressure sensors are distributed at the positions with the depths of 2 m, 4 m and 6m respectively;
it should be noted that the arrangement of the pore water pressure sensors needs to consider the construction sequence and the cumulative effect on the pore water pressure, the pore water pressure sensors are embedded by adopting an air pressure punching method, the pore water pressure meters are placed in the holes after the punching is formed and are sunk to a preset depth, and then the surrounding gaps are filled with special mud balls and on-site powdered clay, so that the purpose of strictly sealing the holes is achieved, and the reliability of the pore water pressure test result is ensured.
In step S200 of the embodiment of the present invention, the method for surveying deep layer settlement of the stratum comprises: setting layered settlement observation pipes at representative points of a reinforced area, wherein settlement magnetic rings are respectively arranged at 1, 2, 3, 4 and 5m of each settlement observation pipe along the depth direction, and monitoring settlement at different depth positions under the earth surface;
it should be noted that in the deep layer settlement survey of the stratum, a steel ruler settlement gauge is required for detection. The layered settling pipe is buried by adopting an air pressure punching method, the magnetic ring is positioned on the settling pipe according to a specified interval after punching is formed, and then the settling pipe is placed in a manhole and sunk to a preset depth.
In step S200 of the present invention, the groundwater level surveying method is: 3 water level observation pipes are respectively arranged at different positions from a reference point in a test area, the arrangement detection degree is 8m, and the water level observation pipes are used for monitoring the water level change of a field in the whole tamping process;
the bottom of the water level observation pipe is provided with a filter hole and filter cloth. Burying the water level observation pipe by adopting an air pressure punching method, placing the PVC (053mm) water level pipe into a hole after punching is formed, sinking to a preset depth, and filling the gaps around the pipe with medium sand or on-site silty clay to ensure that the water level pipe is tightly attached to the surrounding soil layer.
In the embodiment of the present invention, step S400 specifically includes: the dynamic compaction is carried out for three times, the first two times are point compaction, the row distance of the single time is 1.5m, the distance between the compaction points of each row is 2.5m, the two rows of compaction points are arranged in a staggered manner to form a square grid, and the full compaction is carried out for the last time;
it is further noted that the heavy day of the rammer of the dynamic compaction is 16t, the diameter of the rammer is 3.0m, the height of the rammer is 1.0m, and the width of the construction rammer frame is 6 m.
In step S500 of the embodiment of the present invention, a method for laying grouting pipes on a ground of a foundation to be reinforced includes: constructing and forming a pile hole on the ground of the foundation, and uniformly and circumferentially installing a plurality of grouting pipes in the pile hole, wherein the grouting pipes are slightly higher than the ground so as to facilitate grouting;
further, the method for filling the broken stones into the grouting pipe comprises the following steps: installing a pile pipe on the vibration immersed tube gravel pile machine, vibrating the immersed tube at a preset position of a foundation, and stopping vibrating after reaching a preset elevation; filling broken stones from a broken stone inlet at the top of the pile pipe, and continuously supplementing broken stones and controlling the broken stone amount in the vibrating pipe-drawing process;
still further, the method for injecting cement paste comprises the following steps: injecting cement slurry into the hole of the gravel pile from the retained grouting pipe by using a high-pressure grouting pump to form a semi-rigid grouting gravel pile;
in addition, step S500 further includes placing the manufactured geogrid cylinder from the top of the pile hole before injecting cement paste, and then pouring gravel into the opening of the geogrid cylinder to form a reinforcement gravel pile, wherein the poured gravel amount is capable of ensuring that the top mark energy of the reinforcement gravel pile reaches a predetermined elevation.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.
Claims (10)
1. A foundation reinforcement construction method is characterized by comprising the following steps:
s100, determining the area of the foundation to be reinforced, and surveying the peripheral area of the foundation to be reinforced;
s200, defining a surveying range of the foundation to be reinforced, and performing pore water pressure surveying, stratum deep settlement surveying and underground water level surveying on the foundation to be reinforced within the set surveying range to obtain a surveying result;
s300, determining whether tamping is needed according to a survey result, performing step S400 in real time when tamping is needed, and performing step S500 in real time when tamping is not needed;
s400, dynamic compaction is carried out in three times, point compaction is carried out in the first two times, and full compaction is carried out in the last time;
s500, arranging grouting pipes on the ground of the foundation to be reinforced, pouring gravel into the grouting pipes, pulling out the grouting pipes, and then pouring cement slurry to form gravel piles, so that the foundation reinforcing structure is formed.
2. The foundation stabilization construction method according to claim 1, wherein in step S200, the pore water pressure survey method is: nine drill holes are arranged at different horizontal radial distances, and pore water pressure sensors are distributed at the positions with the depths of 1, 3 and 5m (or 2, 4 and 6m) respectively.
3. The foundation stabilization construction method according to claim 1, wherein in step S200, the formation deep settlement surveying method is: and arranging layered settlement observation tubes at representative points of the reinforced area, wherein settlement magnetic rings are respectively arranged at 1, 2, 3, 4 and 5m positions of each settlement observation tube along the depth direction, and the settlement at different depth positions under the earth surface is monitored.
4. The method for reinforcing foundation according to claim 1, wherein the groundwater level survey method in step S200 is: 3 water level observation pipes are respectively arranged at different positions from the reference point in the test area, the arrangement detection degree is 8m, and the water level observation pipes are used for monitoring the water level change of the field in the whole tamping process.
5. The foundation stabilization construction method according to claim 1, wherein step S400 is specifically: the dynamic compaction is carried out for three times, the first two times are point compaction, the row distance of the single time is 1.5m, the distance between the compaction points of each row is 2.5m, the two rows of compaction points are arranged in a staggered manner to form a square grid, and the full compaction is carried out for the last time.
6. The foundation stabilization construction method according to claim 5, wherein the heavy day of the rammer of the dynamic compaction is 16t, the diameter of the rammer is 3.0m, the height of the rammer is 1.0m, and the width of the construction rammer frame is 6 m.
7. The foundation stabilization construction method according to claim 1, wherein in step S500, the method of laying grouting pipes on the ground of the foundation to be stabilized is: and constructing on the ground of the foundation to form a pile hole, and uniformly and circumferentially installing a plurality of grouting pipes in the pile hole.
8. The foundation stabilization construction method according to claim 7, wherein in step S500, the method of pouring crushed stone into the grouting pipe comprises: installing a pile pipe on the vibration immersed tube gravel pile machine, vibrating the immersed tube at a preset position of a foundation, and stopping vibrating after reaching a preset elevation; and (4) filling broken stones from a broken stone inlet at the top of the pile pipe, and continuously supplementing broken stones and controlling the amount of broken stones in the vibrating pipe-pulling process.
9. The foundation stabilization construction method according to claim 8, wherein in step S500, the cement slurry is injected by: and (3) injecting cement slurry from the retained grouting pipe by using a high-pressure grouting pump to fill the pores in the gravel pile to form the semi-rigid grouted gravel pile.
10. The foundation stabilization construction method according to claim 9, wherein step S500 further includes: before cement slurry is injected, the manufactured geogrid cylinder is placed into the pile hole from the top of the pile hole, and then gravel is poured into the opening of the geogrid cylinder to form the rib hooping gravel pile.
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2022
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