CN111945702A - Rapid pile body arranging method for reinforcing large-area soft foundation - Google Patents
Rapid pile body arranging method for reinforcing large-area soft foundation Download PDFInfo
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- CN111945702A CN111945702A CN202010632712.0A CN202010632712A CN111945702A CN 111945702 A CN111945702 A CN 111945702A CN 202010632712 A CN202010632712 A CN 202010632712A CN 111945702 A CN111945702 A CN 111945702A
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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
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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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
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
- E02D3/106—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains by forming sand drains containing only loose aggregates
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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
- E02D2300/0006—Plastics
- E02D2300/0007—PVC
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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
- E02D2300/0006—Plastics
- E02D2300/0017—Plastics thermoplastic
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- Environmental & Geological Engineering (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- 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 provides a method for quickly arranging large-area soft foundation reinforcing pile bodies, and belongs to the technical field of foundation treatment. In the invention, the light well point pipe has the main functions of reducing the water content of the soil mass around the pile body, and quickly releasing the hyperstatic pore water pressure generated by the soil mass due to vibration while realizing quick drainage at the soil penetration depth of the light well point pipe; the rapid-discharging pile body is vacuumized to generate certain negative pressure on the soil body around the pile body, so that the mucky soil around the pile body shrinks towards the pile body under the action of the negative pressure, thereby enhancing the consolidation degree of the soil body, and under the action of the multiple effects, the physical and mechanical indexes of the soil body such as the pore ratio, the water content and the compression modulus can be changed.
Description
Technical Field
The invention relates to the technical field of foundation treatment, in particular to a method for quickly arranging large-area soft foundation reinforcing pile bodies.
Background
At present, the purpose of land reclamation from the sea is achieved in coastal areas by adopting a hydraulic reclamation method, foundation reinforcement treatment is usually carried out by a method of driving vibration compaction sand piles, the hydraulic reclamation field has complicated ground conditions, particularly the geological depth of sludge in a lower horizontal layer is deep, the sludge burial depth reaches 20m, and the hyperstatic pore pressure generated by a soil body is large under the condition of vibration excitation disturbance. The pressure of a soil body is calculated according to the Rankine soil pressure and is increased along with the depth, and the engineering accidents of pile breaking, necking and the like are easily caused because the pressure of pore water of the soil body is increased due to the vibration disturbance of the soil body in the construction process of the vibration compaction sand pile, so that the failure cases of adopting the vibration compaction sand pile in a deep sludge layer are more, and the application of the compaction sand pile technology to deep sludge reinforcement is limited.
The main reasons are that the soil pressure in the deep layer of the soil body, the hyperstatic pore water pressure generated by the soil body after the sludge is vibrated, the underground water level and other reasons are integrated, so that the compacted sand pile cannot form a complete pile body, and the integrity of the vibrated compacted sand pile cannot be effectively guaranteed because the pressure generated by the soil pressure on the vibrated compacted sand pile is irregular in the soil body, so that the bearing capacity and the compaction effect required by design cannot be guaranteed.
The existing method of arranging a columnar hammer in a pipe and tamping while manufacturing the pile in the pile forming process of the vibrating sand pile is adopted to reinforce a soft foundation, although the whole effect of a pile body is met, and the water content is reduced in the sludge liquefaction process by adopting pipe well precipitation or arranging layered well points on the periphery of the pile body. But the effect is not ideal, and the physical and mechanical indexes of the soil body around the pile body are not ideal to be improved.
Disclosure of Invention
In view of the above, the present invention provides a method for quickly arranging large-area soft foundation reinforced pile bodies. The light well point pipe is arranged, the water content of the soil body around the pile body is reduced, the sand pile wraps the light well point pipe to reduce water, and the effect of changing the physical and mechanical indexes of mucky soil is achieved.
In order to achieve the above object, the present invention provides the following technical solutions:
the invention provides a method for quickly arranging large-area soft foundation reinforced pile bodies, which comprises the following steps:
after the large-area soft foundation sand pile is manufactured, arranging a light well point pipe at the sand pile body part of the large-area soft foundation sand pile;
after water filtering holes are formed in the pipe wall of the light well point pipe, the water filtering holes are wrapped by using a filter screen to form a drainage pile body;
arranging a concrete well point shoe at the top of the large-area soft foundation sand pile, and connecting the drainage pile body with the concrete well point shoe to form a quick drainage pile body;
and carrying out vacuum precipitation on the large-area soft foundation through the quick-row pile bodies.
Preferably, the lightweight well point pipe is a polyvinyl chloride pipe, a nylon pipe or an iron pipe.
Preferably, the diameter of the light well point pipe is 32-50 mm.
Preferably, the diameter of the water filtering holes is 10-15 mm, and the hole spacing is 100-200 mm.
Preferably, the screen is wrapped around the drainage holes with iron wire.
Preferably, the screen is a nylon screen.
Preferably, the concrete well point shoe is conical.
Preferably, the diameter of the conical shoe surface is 100-600 mm.
Preferably, the drainage pile body is connected with the concrete well point shoe through an iron pipe.
Preferably, the top of the fast row pile body is connected with a connecting pipe, a branch pipe, a main pipe and a vacuum pump in sequence.
The invention provides a method for quickly arranging large-area soft foundation reinforced pile bodies, which comprises the following steps: after the large-area soft foundation sand pile is manufactured, arranging a light well point pipe at the sand pile body part of the large-area soft foundation sand pile; after water filtering holes are formed in the pipe wall of the light well point pipe, the water filtering holes are wrapped by using a filter screen to form a drainage pile body; arranging a concrete well point shoe at the top of the large-area soft foundation sand pile, and connecting the drainage pile body with the concrete well point shoe to form a quick drainage pile body; and carrying out vacuum precipitation on the large-area soft foundation through the quick-row pile bodies. In the invention, the light well point pipe has the main functions of reducing the water content of the soil mass around the pile body, and quickly releasing the hyperstatic pore water pressure generated by the soil mass due to vibration while realizing quick drainage at the soil penetration depth of the light well point pipe; the rapid-discharging pile body is vacuumized to generate certain negative pressure on the soil body around the pile body, so that the mucky soil around the pile body shrinks towards the pile body under the action of the negative pressure, thereby enhancing the consolidation degree of the soil body, and under the action of the multiple effects, the physical and mechanical indexes of the soil body such as the pore ratio, the water content and the compression modulus can be changed.
Compared with the prior art, the invention has the beneficial effects that:
1. quickly reducing water content of soil around pile body
The existing vibrating compaction sand pile and the pipe tamping sand pile adopt pipe well dewatering or layered well point dewatering in the dewatering process, because the dewatering arrangement interval is unreasonable, the water content of local soil bodies or most of soil bodies among piles is still large, the physical and mechanical indexes of the soil bodies are not changed greatly, irregular hyperstatic pore pressure is formed after the soil bodies are agitated, particularly deep mucky soil is in a flow plastic state after being agitated, and the pipe well or the well points are easily smeared in the drainage process, so that the water pumping is ineffective due to the blockage of water filtering holes. The light well point pipe is arranged in the middle of the sand pile point, the large permeability coefficient and the effective filtering effect of the sand pile are utilized, the smearing of the flowing plastic-shaped silt of the lower horizontal deep layer on the well point is avoided, and the diameter of the sand pile is generally 600-800 mm, so that the water can be more directly reduced to the soil body around the sand pile body.
2. Fast dissipation of deep soil pore pressure
In the prior art, the vibrating compaction sand pile is formed by vibrating to form a hole, a pipe is pulled out by vibrating after sand materials are poured, the disturbance is generated on the soil body of a lower lying layer repeatedly for many times, the pore pressure generated by the soil body after vibration is difficult to dissipate through well point precipitation or pipe well precipitation, and particularly under the condition that the well wall is smeared by sludge, the hyperstatic pore pressure dissipation needs a long time, so that the soil body cannot be stabilized. The light well point pipe is arranged at the sand pile point, so that the effective range of precipitation can be enlarged, the pore pressure can be quickly released through vacuum pumping, the disturbed soil body can be quickly recovered and stabilized, and conditions are created for accelerating the construction period.
3. Fast consolidation pile body peripheral soil body
The existing vibration compaction sand pile process has immeasurable damage effect on the periphery of a pile body, so that failure cases are large, the strength of the soil body on the periphery can be obtained for a long time after the vibration sand pile is actually embedded into the soil, the reason of the failure cases is in great relation with the amplitude and frequency of the excitation on different soil bodies, but the influence range is difficult to determine by theoretical calculation due to the complex geological structure. The light well point pipe is arranged in the sand pile, so that the water content of the soil body around the pile body can be reduced quickly, the hyperstatic pore pressure of the soil body around the pile body can be dissipated quickly, the soil body around the pile body is subjected to certain negative pressure through the well point vacuumizing, and the mucky soil around the pile body is contracted towards the pile body under the action of the negative pressure, so that the consolidation degree of the soil body is enhanced, and under the multiple effects, the physical and mechanical indexes of the soil body such as the pore ratio, the water content and the compression modulus can be changed.
The method has the advantages of simple construction steps, short construction period and low cost, and can improve the characteristic value of the bearing capacity of the foundation soil within the range needing to be reinforced by times by combining the process of dewatering the pipe well and vibrating and compacting the sand pile, thereby changing the physical and mechanical indexes of the soft soil, being suitable for reinforcing the soft soil with any property, and the thickness of the reinforcing layer can reach 20-30 m.
Drawings
FIG. 1 is a schematic diagram of a method for rapidly discharging a large-area soft foundation reinforcement pile body provided by the invention, wherein the method comprises the steps of firstly, concrete well point boots, secondly, light well point pipes, thirdly, sand piles, fourthly, connecting pipes, thirdly, branch pipes, sixthly, a main pipe, seventhly, a vacuum pump and eighthly, a drainage outlet of the vacuum pump;
FIG. 2 is a schematic structural view of a concrete well point shoe and an iron pipe;
FIG. 3 is a schematic structural view of a concrete well point shoe and a fast-row pile body;
in the figures 2 and 3, the cone-shaped concrete well point boots are used as the first 1, the iron pipes are used as the second 2, the water filtering holes are used as the second 1, and the light well point pipes are used as the second 2.
Detailed Description
The invention provides a method for quickly arranging large-area soft foundation reinforced pile bodies, which comprises the following steps:
after the large-area soft foundation sand pile is manufactured, arranging a light well point pipe at the sand pile body part of the large-area soft foundation sand pile;
after water filtering holes are formed in the pipe wall of the light well point pipe, the water filtering holes are wrapped by using a filter screen to form a drainage pile body;
arranging a concrete well point shoe at the top of the large-area soft foundation sand pile, and connecting the drainage pile body with the concrete well point shoe to form a quick drainage pile body;
and carrying out vacuum precipitation on the large-area soft foundation through the quick-row pile bodies.
After the large-area soft foundation sand pile is manufactured, a light well point pipe is arranged at the sand pile body of the large-area soft foundation sand pile. In the invention, the sand pile making is preferably performed by using a sand piling machine to vibrate and compact the sand pile. The concrete mode of the vibration compaction sand pile manufacturing method is not particularly limited, and the method known by the person skilled in the art can be adopted.
In the present invention, the lightweight well point pipe is preferably a polyvinyl chloride pipe (PVC pipe), a nylon pipe, or an iron pipe. In the present invention, the lightweight well point pipe is preferably inserted in a sand pile body.
In the invention, the diameter of the light well point pipe is preferably 32-50 mm.
In the invention, the penetration depth of the light well point pipe is preferably set according to geological conditions or determined according to the penetration depth of a sand pile.
After the water filtering holes are formed in the wall of the light well point pipe, the water filtering holes are wrapped by using a filter screen to form a drainage pile body. In the present invention, the production is preferably a punching, and the specific operation of the punching is not particularly limited in the present invention.
In the invention, the diameter of the water filtering holes is preferably 10-15 mm, and the hole spacing is preferably 100-200 mm. In thatIn the invention, the setting length of the water filtering holes is preferably determined according to the geological conditions around the pile body, mainly arranged in a soil layer with a small permeability coefficient, and more preferably arranged in a soil body with a permeability coefficient K less than or equal to 10-4The effect of vacuum water shortage can be enhanced in the soil layer; for K ≧ 10-4The powdery clay and the sandy soil preferably do not have water-filtering holes.
In the invention, the filter screen is preferably a nylon filter screen, the aperture of the nylon filter screen is preferably 80-120 meshes, more preferably 100 meshes, the selection principle is preferably determined according to soil conditions, the nylon filter screen with 80-100 meshes is preferably selected for silty clay and sandy soil, and the nylon filter screen with 120 meshes is preferably adopted for mucky soil.
In the present invention, the filter net is preferably wrapped around the drainage holes with iron wires. In the invention, the number of the wrapping layers is preferably 2-3. After the wrapping is finished, the nylon filter screen is preferably tied tightly by using iron wires.
In the invention, the non-drainage hole part does not need to be wrapped by a filter screen.
The invention arranges a concrete well point shoe on the top of the large-area soft foundation sand pile, and connects the drainage pile body with the concrete well point shoe to form a quick drainage pile body.
In the present invention, the concrete well point shoe is preferably tapered. In the present invention, the effect of the taper is to reduce the resistance to penetration. In the invention, the concrete well point shoes are preferably cast in situ by digging pits, the concrete casting mode is not particularly limited by the invention, and the concrete well point shoes can be cast in a mode well known by a person skilled in the art, and in the specific embodiment of the invention, the concrete well point shoes are used after being cast in situ by digging pits and used after being used for 28 days according to concrete maintenance specifications or after being matched according to the concrete well point shoe grading formula C30.
In the invention, the diameter of the conical shoe surface is preferably 100-600 mm.
In the invention, the drainage pile body and the concrete well point shoe are preferably connected through an iron pipe. In the present invention, the iron pipe functions as a light well point pipe and as a downhole closed end. In the invention, the diameter of the iron pipe is preferably 30-50 mm. Fig. 2 is a schematic structural diagram of a concrete well point shoe and an iron pipe, wherein (1) is a conical concrete well point shoe, and (2) is an iron pipe. In the embodiment of the invention, preferably, after the sand piling machine completes the piling of the sand pile, namely, the concrete well point shoe is arranged at the top center position of the sand pile, the vibrating plate inserting machine is moved, the vibrating tube is aligned to the concrete well point shoe to be in place, after the vibrating tube is lifted, the light well point tube is reversely inserted into the vibrating tube, the light well point tube with the required length is connected according to the penetration depth (for example, the existing PVC tube is 4 m/tube, if 20m penetration is needed, 5 tubes are connected), then the lower end of the light well point tube is inserted into the iron tube on the concrete well point shoe and is tightly bound by the iron wire. And starting the plate inserting machine to insert the light well point pipe into the required depth (the maximum penetration depth of the existing plate inserting machine is 25m), then lifting the vibrating pipe, and keeping the light well point pipe in the sand pile body to complete well point arrangement.
FIG. 3 is a schematic structural diagram of a concrete well point shoe and a quick-draining pile body, wherein the first-1 is a cone-shaped concrete well point shoe, the first-2 is an iron pipe, the second-1 is a water filtering hole, and the second-2 is a light well point pipe.
After the fast row pile bodies are obtained, the vacuum dewatering is carried out on the large-area soft foundation through the fast row pile bodies.
In the invention, the top of the fast-row pile body is preferably connected with a connecting pipe, a branch pipe, a main pipe and a vacuum pump in sequence. In the present invention, the header pipe is preferably a PVC pipe having a diameter of 500 mm.
Fig. 1 is a schematic diagram of a method for rapidly discharging a large-area soft foundation reinforcement pile body provided by the invention, wherein the method comprises the steps of firstly, concrete well point boots, secondly, light well point pipes, thirdly, sand piles, fourthly, connecting pipes, thirdly, branch pipes, sixthly, a main pipe, seventhly, a vacuum pump and eighthly, a drainage outlet of the vacuum pump is formed. The method for quickly discharging the large-area soft foundation reinforced pile body provided by the invention is explained by combining the figure 1, the light well point pipes are arranged on the pile body of the sand pile, the intervals are arranged according to the positions of the sand pile points to form light well point dewatering grids, the light well point dewatering grids are connected with a dewatering system to perform vacuum dewatering, the lower ends of the light well point pipes are provided with cone-shaped concrete well point shoes, the tops of the light well point pipes are connected with branch pipes through connecting pipes, the branch pipes are connected with a main pipe, the main pipe is connected with a water suction port of a vacuum pump to form a well group dewatering network, the vacuum pump is started, the vacuum sealing performance is checked, and the pumped underground water is discharged out of a soil body through a water discharge port of the vacuum pump.
For further explanation of the present invention, the method for rapidly discharging large area soft foundation reinforced pile provided by the present invention is described in detail with reference to examples, but they should not be construed as limiting the scope of the present invention.
Example 1
Aiming at a large-area soft foundation, a light well point pipe (a PVC pipe with the diameter of 32 mm) is arranged on a pile body of a finished vibration compaction sand pile.
Punching holes on the wall of the light well point pipe to form water filtering holes (the water filtering holes are arranged on the soil body and have the permeability coefficient K less than or equal to 10)-4Above soil layer), the drainage hole diameter is 10mm, and the hole interval is 100mm, and the drainage hole sets up length according to the peripheral geological conditions of pile body to the soil layer that sets up at the osmotic coefficient less is given first place to the intermediate layer soil, then can be according to the position interlayer design of intermediate layer.
After the water filtering holes are finished, wrapping 3 layers of nylon filter screens with 100 meshes at the water filtering holes, and tightly binding the nylon filter screens by using iron wires; the water-free hole part does not need to be wrapped by a filter screen.
Manufacturing a concrete well point shoe: the concrete well point shoe is conical (as shown in figure 2), the diameter of the upper part of the concrete well point shoe is 100mm, the concrete well point shoe is cast by digging a pit on site, the concrete well point shoe is used 28 days later according to concrete maintenance specifications, and an iron pipe with the diameter of 30mm is inserted when the concrete well point shoe is manufactured.
After the sand pile machine completes the pile making of the sand pile, namely, a concrete well point shoe is arranged at the midpoint of the top of the sand pile, the vibration plate inserting machine is moved, the vibration pipe is pushed to be in place by aiming at the concrete well point shoe, after the vibration pipe is lifted, the light well point pipe is reversely inserted into the vibration pipe, the well point pipes with required length are connected according to the penetration depth (the number of the existing PVC pipes is 4 m/pipe, if 20m needs to be penetrated into the soil, 5 pipes are connected), then the lower end of the light well point pipe is inserted into the iron pipe on the concrete well point shoe and is tightly bound by an iron wire. And starting the plate inserting machine to insert the light well point pipe into the required depth (the maximum penetration depth of the existing plate inserting machine is 25m), then lifting the vibrating pipe, and keeping the light well point pipe in the sand pile body to complete well point arrangement. FIG. 3 is a schematic structural diagram of a concrete well point shoe and a quick-draining pile body, wherein the first-1 is a cone-shaped concrete well point shoe, the first-2 is an iron pipe, the second-1 is a water filtering hole, and the second-2 is a light well point pipe.
The vibrating pipe of the falling vibrating plate inserting machine is vertically aligned to the concrete well point shoe, so that the vibrating machine can start to vibrate, and the concrete well point shoe connected with the light well point pipe is driven into the required depth to form the fast-row pile body.
Connecting light well point grids for vacuum dewatering: the top of the fast row pile body is connected with a connecting pipe, a branch pipe, a main pipe and a vacuum pump in sequence, the main pipe is a PVC pipe with the diameter of 500mm, through the steps, the area needing to be reinforced is placed into a precipitation well point in the sand pile body after the sand pile is completed, and the plurality of precipitation well points are connected with the vacuum pump through the connecting main pipe and the main pipe to perform vacuum precipitation.
Comparative example 1
The treatment target was the large-area soft foundation in example 1, and vacuum precipitation was not performed.
Comparative example 2
The object to be treated was the large-area soft foundation in example 1, and vacuum precipitation was performed outside the sand pile body.
Different precipitation modes are adopted in the original place of the silt and the muddy clay, the soil layer after treatment has geotechnical test results shown in table 1, and the table 1 shows that: the water content, the pore ratio and the liquid limit value of the soil layer are all reduced to some extent, the reduction ratios are 43.6%, 41.2% and 40.1%, which shows that different precipitation modes improve physical and mechanical indexes of the soil layer, and the effect of the method for reducing water in the pile body (namely embodiment 1) on the physical and mechanical indexes of the soil body is obviously better than that of other precipitation methods.
TABLE 1 test results of vacuum dewatering technique of example 1 and comparative examples 1-2
| Technical index | Comparative example 1 | Comparative example2 | Example 1 |
| Water content w (%) | 70.7 | 53.4 | 44 |
| Void ratio e | 1.742 | 1.283 | 1.060 |
| Liquid limit omega (%) | 1.62 | 1.27 | 1.17 |
The foregoing is merely a preferred embodiment of the invention and is not intended to limit the invention in any manner. It should be noted that, for those skilled in the art, without departing from the principle of the present invention, several improvements and modifications can be made, and these improvements and modifications should also be construed as the protection scope of the present invention.
Claims (10)
1. A method for quickly arranging large-area soft foundation reinforced pile bodies is characterized by comprising the following steps:
after the large-area soft foundation sand pile is manufactured, arranging a light well point pipe at the sand pile body part of the large-area soft foundation sand pile;
after water filtering holes are formed in the pipe wall of the light well point pipe, the water filtering holes are wrapped by using a filter screen to form a drainage pile body;
arranging a concrete well point shoe at the top of the large-area soft foundation sand pile, and connecting the drainage pile body with the concrete well point shoe to form a quick drainage pile body;
and carrying out vacuum precipitation on the large-area soft foundation through the quick-row pile bodies.
2. The method for rapidly draining the large-area soft foundation reinforced pile body according to claim 1, wherein the light well-point pipe is a polyvinyl chloride pipe, a nylon pipe or an iron pipe.
3. The method for rapidly arranging the large-area soft foundation reinforced pile body according to claim 1 or 2, wherein the diameter of the light well point pipe is 32-50 mm.
4. The method for rapidly draining the large-area soft foundation reinforced pile body according to claim 1, wherein the diameter of the water filtering holes is 10-15 mm, and the hole pitch is 100-200 mm.
5. The method for rapidly draining the large-area soft foundation reinforced pile body according to claim 1, wherein the filter screen is wrapped around the water drainage holes by iron wires.
6. The method for rapidly discharging the large-area soft foundation reinforced pile body according to claim 1 or 5, wherein the filter screen is a nylon filter screen.
7. The method for rapidly arranging the large-area soft foundation reinforced pile body according to claim 1, wherein the concrete well point shoe is tapered.
8. The method for rapidly discharging the large-area soft foundation reinforced pile body according to claim 7, wherein the tapered shoe surface has a diameter of 100-600 mm.
9. The method for rapidly draining the large area soft foundation reinforced pile according to claim 1, wherein the drainage pile and the concrete well point shoe are connected by an iron pipe.
10. The method for rapidly discharging the large-area soft foundation reinforced pile body according to claim 1, wherein the top of the rapidly discharging pile body is sequentially connected with a connecting pipe, a branch pipe, a main pipe and a vacuum pump.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114411827A (en) * | 2022-01-12 | 2022-04-29 | 西安理工大学 | Vacuum prepressing microorganism grouting rib composite pile foundation model for foundation stabilization |
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| CN110438973A (en) * | 2019-06-27 | 2019-11-12 | 福建鼎拓工程勘察设计有限公司 | A kind of reinforcement means of soft foundation |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114411827A (en) * | 2022-01-12 | 2022-04-29 | 西安理工大学 | Vacuum prepressing microorganism grouting rib composite pile foundation model for foundation stabilization |
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