CN111206564A - Construction method for consolidating foundation by combining vacuum drainage and water-borne preloading - Google Patents
Construction method for consolidating foundation by combining vacuum drainage and water-borne preloading Download PDFInfo
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- CN111206564A CN111206564A CN202010052487.3A CN202010052487A CN111206564A CN 111206564 A CN111206564 A CN 111206564A CN 202010052487 A CN202010052487 A CN 202010052487A CN 111206564 A CN111206564 A CN 111206564A
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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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Abstract
The invention relates to the technical field of soft soil foundation reinforcement, and provides a foundation construction method combining vacuum drainage and water load preloading consolidation. The method comprises the following steps: A. determining the position of the foundation to be consolidated, and cleaning impurities on the surface of the foundation to be consolidated to level the surface of the foundation; B. paving a sand-gravel cushion layer on the foundation to be consolidated, and downwards striking a drainage plate by the sand-gravel cushion layer; laying a fine sand water collection layer on the sand-gravel cushion layer, and laying a drainage filter pipe on the fine sand water collection layer, wherein the drainage filter pipe is connected with a main water pumping pipe which is connected with a vacuum jet pump; C. laying a fine sand water collecting layer on the drainage filter pipe and the water pumping main pipe, and laying a sealing film I on the fine sand water collecting layer; D. constructing a cofferdam on the first sealing film, wherein the cofferdam is correspondingly positioned above the peripheral ring of the foundation to be consolidated, laying a second sealing film in the cofferdam, and connecting a drain pipe to the vacuum jet pump, wherein the drain pipe extends into the cofferdam; E. and (5) starting the vacuum jet pump to work, and vacuumizing the foundation to be consolidated below the sealing film I.
Description
Technical Field
The invention belongs to the technical field of soft soil foundation reinforcement, and particularly relates to a construction method for consolidating a foundation by combining vacuum drainage with water load preloading.
Background
With the development of economy and society, the demand of human beings on land is increasing, and land reclamation projects around the world are increasing, so that the problem of reinforcing soft soil foundations is attracting more and more attention, and a plurality of reinforcing methods are researched. The soft soil foundation treatment often adopts a drainage consolidation method, and usually carries out equal-load prepressing or overload prepressing. The equal-load or overload prepressing is usually made of materials such as soil and sand, and the equal-load or overload materials are removed after the prepressing is finished. The volume of the equal-load or overload material approaches or even exceeds the design volume of the foundation. The large-scale engineering construction causes the increasing shortage of resources such as soil, sand and the like in coastal areas of China, the price is continuously increased, and the environment is also damaged. Therefore, a construction method is urgently needed to effectively reinforce the soft soil foundation and avoid adopting materials such as large-volume soil, sand and the like.
Disclosure of Invention
The invention aims to provide a foundation construction method combining vacuum drainage and water load preloading consolidation, which can effectively reinforce a soft soil foundation and simultaneously avoid adopting materials such as large-volume soil, sand and the like.
In order to achieve the purpose, the invention adopts the following technical scheme: a construction method for consolidating foundation by combining vacuum drainage with water-borne preloading comprises the following steps:
A. determining the position of the foundation to be consolidated, and cleaning impurities on the surface of the foundation to be consolidated to level the surface of the foundation;
B. paving a sand-gravel cushion layer on the foundation to be consolidated, and downwards striking a drainage plate by the sand-gravel cushion layer; laying a fine sand water collecting layer on the sand and gravel cushion layer, laying a drainage filter pipe on the fine sand water collecting layer, connecting the upper end of a drainage plate with the drainage filter pipe, connecting the drainage filter pipe with a water pumping main pipe, and connecting the water pumping main pipe with a vacuum jet pump;
C. laying a fine sand water collecting layer on the drainage filter pipe and the water pumping main pipe, and laying a sealing film I on the fine sand water collecting layer;
D. constructing a cofferdam on the first sealing film, wherein the cofferdam is correspondingly positioned above the peripheral ring of the foundation to be consolidated, laying a second sealing film in the cofferdam, and connecting a drain pipe to the vacuum jet pump, wherein the drain pipe extends into the cofferdam;
E. and (5) starting the vacuum jet pump to work, and vacuumizing the foundation to be consolidated below the sealing film I.
Optionally, in the step B, a pressurizing vertical pipe is drilled downwards from the sand gravel cushion layer or the fine sand water collecting layer, the lower end of the pressurizing vertical pipe is higher than the lower end of the drainage plate, a pressurizing longitudinal pipe is arranged on the sand gravel cushion layer or the fine sand water collecting layer, the upper end of the pressurizing vertical pipe is connected with the pressurizing longitudinal pipe, the pressurizing longitudinal pipe is connected with a pressurizing main pipe, and the pressurizing main pipe is connected with a pressurizing pump;
and E, after the vacuum jet pump starts to work for a set time, the booster pump starts to work to pressurize the foundation to be consolidated, and the vacuum jet pump and the booster pump alternately work.
Optionally, in step B, multiple rows of the pressurization vertical pipes are arranged in the width direction of the foundation to be consolidated, the pressurization vertical pipes are arranged in the length direction of the foundation to be consolidated, multiple pressurization vertical pipes are arranged in the width direction of the foundation to be consolidated, the pressurization vertical pipes on two sides of the pressurization vertical pipes are connected with the pressurization vertical pipes, and the pressurization main pipes are arranged in the width direction of the foundation to be consolidated and connected with the multiple pressurization vertical pipes.
Optionally, in step B, a plurality of rows of drainage plates are arranged in the width direction of the foundation to be consolidated, the drainage filter pipes are arranged in the length direction of the foundation to be consolidated, a plurality of drainage filter pipes are arranged in the width direction of the foundation to be consolidated, the drainage plates on two sides of the drainage filter pipes are connected with the drainage filter pipes, and the water pumping main pipe is arranged in the width direction of the foundation to be consolidated and is connected with the drainage filter pipes.
Optionally, in the step C, before laying the first sealing film, excavating the first pressing film sealing ditch at the side of the foundation to be consolidated, wherein the first pressing film sealing ditch is lower than the sand-gravel cushion layer, the first sealing film extends into the first pressing film sealing ditch from the upper surface of the fine sand water collecting layer, and the first sealing film covers the inner wall of the first pressing film sealing ditch.
Optionally, after the first sealing film covers the inner wall of the pressed film sealing groove, the pressed film sealing groove is backfilled with thick clay, then the pressed film sealing groove is backfilled with sludge, and finally water is covered on the upper portion of the pressed film sealing groove.
Optionally, in the step C, non-woven geotextile is laid between the fine sand water collecting layer and the first sealing film, and in the step D, non-woven geotextile is laid between the first sealing film and the second sealing film.
Optionally, in the step D, a water outlet pipe is pre-buried at the lower part of the cofferdam during the construction of the cofferdam, the water outlet pipe extends into the cofferdam, the periphery of the water inlet end of the water outlet pipe is in sealing fit with the sealing film two, and the water outlet end of the water outlet pipe is sealed by concrete.
Optionally, a vacuum gauge under the membrane and a soil layer pore pressure gauge are pre-embedded in the foundation to be consolidated.
Compared with the prior art, the method has the following advantages:
1. the water pumped by the vacuum jet pump is directly discharged into the cofferdam to increase the pre-pressing load, so that the pore water pressure is increased, and the consolidation effect of the foundation to be consolidated is improved;
2. when water is pumped to realize vacuum preloading, water is drained into the cofferdam to realize water load preloading, and the water load preloading are synchronously performed to quickly reach the consolidation load required by the foundation to be consolidated;
3. the foundation to be consolidated is close to a water source, water can be taken in situ and directly discharged into the cofferdam for water load prepressing;
4. the application avoids the use of materials such as large-volume soil, sand and the like, reduces the material cost and reduces the use cost of the conveying machinery;
5. the materials such as soil and sand are adopted for surcharge preloading, and the paving is uniform, so that the load on the foundation to be consolidated is uniform, the step of uniform paving is completely avoided by adopting water-borne preloading, and the construction period is saved.
Drawings
FIG. 1 is a cross-sectional view of the present invention;
FIG. 2 is a schematic view showing the arrangement of a vacuum jet pump, a main water pumping pipe, a drainage filter pipe and a drainage plate;
FIG. 3 is a schematic view of the arrangement of the booster pump, the main booster pipe, the vertical booster pipe and the vertical booster pipe. .
Reference numerals:
1. a foundation to be consolidated; 2. a sand-gravel cushion layer; 3. a drain plate; 4. a drainage filter tube; 5. a main water pumping pipe; 6. a vacuum jet pump; 7. a fine sand water collection layer; 8. cofferdam; 9. a drain pipe; 10. a pressure-increasing vertical pipe; 11. pressurizing the longitudinal pipe; 12. a main pressure charging pipe; 13. a booster pump; 14. pressing the film to seal the groove; 15. and (5) discharging a water pipe.
Detailed Description
In order that the above objects, features and advantages of the present invention can be more clearly understood, the present invention will be further described in detail with reference to the accompanying drawings and examples. It is to be understood that the embodiments described are only a few embodiments of the present invention, and not all embodiments. The specific embodiments described herein are merely illustrative of the invention and are not to be construed as limiting the invention. All other embodiments, which can be derived by a person skilled in the art from the described embodiments of the invention, are within the scope of the invention.
As shown in FIG. 1, the construction method of the vacuum drainage combined with water-load preloading consolidation foundation provided by the invention comprises the following steps:
A. because the earth surface is the floating mud, the geotextile can not be laid on the surface of the floating mud and the drain plates 3 can not be inserted by manpower, and a plastic foam floating bridge needs to be built. The floating bridge mainly comprises a plastic foam plate, and the manufacturing process comprises the following steps: arranging 3 plastic foam boards into a row according to the length direction, placing bamboo poles on two sides of the foam boards along the length direction, twisting the bamboo poles by iron wires, binding the bamboo poles by ropes, adding a layer of 2cm thick wood plate on the foam boards, and binding the foam boards and the wood boards firmly by the iron wires to ensure that the foam boards and the wood boards are firmly connected to form a long-strip-shaped passage. The foam floating bridge is 6 meters long, the floating bridge is dragged, and a bearing load is formed on the foundation 1 to be consolidated, so that people can walk, transport materials or perform other operations conveniently; determining the position of the foundation 1 to be consolidated, and cleaning sundries on the surface of the foundation 1 to be consolidated through a plastic foam floating bridge to level the surface of the foundation;
B. laying a sand-gravel cushion layer 2 on the foundation 1 to be consolidated, and downwards striking a drainage plate 3 from the sand-gravel cushion layer 2; laying a fine sand water collecting layer 7 on the sand and gravel cushion layer 2, laying a drainage filter pipe 4 on the fine sand water collecting layer 7, connecting the upper end of a drainage plate 3 with the drainage filter pipe 4, connecting the drainage filter pipe 4 with a main water pumping pipe 5, and connecting the main water pumping pipe 5 with a vacuum jet pump 6; the drainage plate 3 not only has drainage function, but also is a channel for transferring vacuum degree from top to bottom, the plastic drainage plate adopts SPB-C type, the drilling depth is less than or equal to 35m, and the longitudinal water flow is more than or equal to 40cm3The pipe is punched by a hydraulic plate inserting machine, the punching verticality deviation is controlled within +/-1.5%, the length of each return belt is not more than 50cm, and otherwise, the pipe inserting plate is sunk again; before the drainage filter pipes 4 are laid, a 15cm ditch needs to be dug manually at the position where the drainage filter pipes 4 are buried for burying, the drainage filter pipes 4 cannot be twisted when being laid and need to be laid straightly and naturally, the drainage plates 3 at two sides can be bound on the drainage filter pipes 4 at the laying position, and the drainage filter pipes 4 are adoptedDrilling small holes with the diameter phi of 8mm on the pipe wall every 5cm by using a hose with the drift diameter phi of 63mm to manufacture a flower pipe; the pumping main pipe 5 is made of reinforced 75mm PVC plastic pipe, and the strength of the PVC pipe can bear the pressure of 400 kPa.
C. A fine sand water collecting layer 7 is paved on the drainage filter pipe 4 and the water pumping main pipe 5, and a sealing film I is paved on the fine sand water collecting layer 7; the fine sand water collecting layer 7 is made of clean medium and coarse sand by one-time paving by adopting a small wetland bulldozer;
D. constructing a cofferdam 8 on the first sealing film, wherein the cofferdam 8 is correspondingly positioned above the peripheral ring of the foundation 1 to be consolidated, the cofferdam 8 can be constructed by piling up in a bag-packed muck mode, and can be reinforced by concrete in an auxiliary way, although a person skilled in the art can adopt other modes to construct the cofferdam 8, in the subsequent prepressing consolidation foundation construction, the foundation 1 to be consolidated can be settled, and at the moment, the situation that whether the cofferdam 8 is unstable or not must be noticed, and protection is made in time; if the area of the foundation 1 to be consolidated is too large, the cofferdam 8 can be divided into a plurality of cofferdams, a sealing film II is laid in the cofferdam 8, the water leakage state of the cofferdam 8 is checked in time, sealing measures are taken, the vacuum jet pump 6 is connected with a drain pipe 9, and the drain pipe 9 extends into the cofferdam 8;
E. and the vacuum jet pump 6 starts to work, and the foundation 1 to be consolidated below the sealing film is vacuumized.
Completely sealing the surface and a certain depth range of the foundation 1 to be consolidated, then vacuumizing, forming atmospheric pressure difference inside and outside a sealing film, generating vacuumizing load in the foundation 1 to be consolidated, enabling the vacuumizing load to reach at least 80kPa, and generating seepage in pore water in the foundation 1 to be consolidated, under the action of a vacuumizing load, pore water at the lower part of the foundation 1 to be consolidated enters the fine sand water collecting layer 7 from the lower part of the drainage plate 3, the pore water at the upper part of the foundation 1 to be consolidated permeates into the fine sand water collecting layer 7 through the sand gravel cushion layer 2, then the water in the fine sand water collecting layer 7 is pumped away by the vacuum jet pump 6 through the drainage filter pipe 4 and the water pumping main pipe 5, the pumped water is directly discharged into the cofferdam 8, the pumped water is utilized, the materials such as sand, soil and the like in the prior art are replaced, a further preloading effect is achieved, and the preloading consolidation speed of the foundation 1 to be consolidated is accelerated.
In some embodiments, in the step B, a vertical pressurizing pipe 10 is drilled downwards from the sand gravel cushion layer 2 or the fine sand water collecting layer 7, the lower end of the vertical pressurizing pipe 10 is higher than the lower end of the drainage plate 3, a vertical pressurizing pipe 11 is arranged on the sand gravel cushion layer 2 or the fine sand water collecting layer 7, the upper end of the vertical pressurizing pipe 10 is connected with the vertical pressurizing pipe 11, the vertical pressurizing pipe 11 is connected with a main pressurizing pipe 12, and the main pressurizing pipe 12 is connected with a pressurizing pump 13; in the step E, after the vacuum jet pump 6 starts to work for a set time, the booster pump 13 starts to work to pressurize the foundation 1 to be consolidated, and the vacuum jet pump 6 and the booster pump 13 alternately work.
After the vacuum jet pump 6 works for a set time, most of water in the foundation 1 to be consolidated is pumped out, at the moment, the water discharged by the water discharge pipe 9 is obviously reduced, at the moment, the vacuum jet pump 6 stops working, the booster pump 13 starts working, air pressure is provided for the booster standpipe 10 by the booster main pipe 12 and the booster vertical pipe 11, small holes are uniformly formed in the periphery of the booster standpipe 10, the lower end of the booster standpipe 10 only extends to the middle part of the water discharge plate 3, at the moment, the air pressure has the effect of further gathering the water in the foundation 1 to be consolidated, one part of the air pressure acts upwards to enable pore water to permeate into the sand gravel cushion layer 2 and the fine sand water collection layer 7, one part of the air pressure acts downwards to enable the pore water to be concentrated to the area at the lower part of the water discharge plate 3, the vacuum jet pump 6 starts working again after the set time, the foundation 1 to be, the vacuum jet pump 6 and the booster pump 13 can be operated alternately for a plurality of times according to specific conditions, thereby ensuring that pore water in the foundation 1 to be consolidated is discharged as much as possible and increasing the consolidation effect of the foundation 1 to be consolidated.
In some embodiments, as shown in fig. 2, multiple rows of the pressure-boosting vertical pipes 10 are arranged in the width direction of the foundation 1 to be consolidated, the pressure-boosting vertical pipes 11 are arranged in the length direction of the foundation 1 to be consolidated, multiple pressure-boosting vertical pipes 11 are arranged in the width direction of the foundation 1 to be consolidated, the pressure-boosting vertical pipes 10 on both sides of the pressure-boosting vertical pipes 11 are connected thereto, and the pressure-boosting main pipe 12 is arranged in the width direction of the foundation to be consolidated and is connected to the multiple pressure-boosting vertical pipes 11.
In some embodiments, as shown in fig. 3, a plurality of rows of the drainage plates 3 are arranged in the width direction of the foundation 1 to be consolidated, the drainage filter pipes 4 are arranged in the length direction of the foundation 1 to be consolidated, a plurality of drainage filter pipes 4 are arranged in the width direction of the foundation 1 to be consolidated, the drainage plates 3 on both sides of the drainage filter pipes 4 are connected thereto, and the water pumping main pipe 5 is arranged in the width direction of the foundation 1 to be consolidated and is connected to the plurality of drainage filter pipes 4.
In some embodiments, as shown in fig. 1, in step C, before the first sealing film is laid, a squeeze film sealing ditch 14 is dug at the side of the foundation 1 to be consolidated, the squeeze film sealing ditch 14 is lower than the sand-gravel cushion layer 2, the first sealing film extends from the upper surface of the fine sand water collecting layer 7 to the inside of the squeeze film sealing ditch 14, and the first sealing film covers the inner wall of the squeeze film sealing ditch 14. The depth of the squeeze film sealing groove 14 is designed to be 1.5m, the upper width is 2.1m, and the lower width is 1.2 m. After the first sealing film covers the inner wall of the pressed film sealing ditch 14, the pressed film sealing ditch 14 is firstly backfilled with clay with the thickness of 300mm, then the pressed film sealing ditch 14 is backfilled with sludge with the thickness of 300mm, and finally water is covered on the upper part of the pressed film sealing ditch 14.
In some embodiments, in step C, a non-woven geotextile is laid between the fine sand water-collecting layer 7 and the first sealing film to prevent the sealing film from being damaged by directly contacting the fine sand water-collecting layer 7 or other sharp objects, and to play a certain role of a horizontal drainage cushion layer; in the step D, non-woven geotextile is laid between the first sealing film and the second sealing film, and the second sealing film is prevented from being damaged.
In some embodiments, as shown in fig. 1, in step D, when the cofferdam 8 is constructed, the water outlet pipe 15 is embedded at the lower part thereof, the water outlet pipe 15 extends into the cofferdam 8, the peripheral ring of the water inlet end of the water outlet pipe 15 is in sealing fit with the sealing film two, and the water outlet end of the water outlet pipe 15 is sealed by concrete. The drainage ditch is arranged in advance, the water outlet end of the water outlet pipe 15 extends to the drainage ditch, and the water can be drained by directly sawing the water outlet end with the concrete seal when the water is drained after the pre-pressing of the foundation 1 to be consolidated is finished.
In some embodiments, a sub-membrane vacuum gauge and a soil layer pore pressure gauge are embedded in the foundation 1 to be consolidated. The vacuum degree and the pore water pressure of each position in the foundation 1 to be consolidated are monitored in time, the sealing state of the first sealing film is judged in time, if air leaks, the leaking part is repaired and sealed in time, and the vacuum effect is prevented from being influenced. A plurality of settlement monitoring points should also be set in order to monitor the settlement condition of the foundation 1 to be consolidated in time.
Finally, it should be noted that: the above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.
Claims (9)
1. A construction method for consolidating foundation by combining vacuum drainage with water-borne preloading is characterized in that: the method comprises the following steps:
A. determining the position of the foundation (1) to be consolidated, and cleaning sundries on the surface of the foundation (1) to be consolidated to level the surface of the foundation;
B. paving a sand-gravel cushion layer (2) on the foundation (1) to be consolidated, and downwards drilling a drainage plate (3) from the sand-gravel cushion layer (2); a fine sand water collection layer (7) is laid on the sand and pebble cushion layer (2), a drainage filter pipe (4) is laid on the fine sand water collection layer (7), the upper end of a drainage plate (3) is connected with the drainage filter pipe (4), the drainage filter pipe (4) is connected with a water pumping main pipe (5), and the water pumping main pipe (5) is connected with a vacuum jet pump (6);
C. a fine sand water collecting layer (7) is laid on the drainage filter pipe (4) and the water pumping main pipe (5), and a sealing film I is laid on the fine sand water collecting layer (7);
D. constructing a cofferdam (8) on the first sealing film, wherein the cofferdam (8) is correspondingly positioned above the peripheral ring of the foundation (1) to be consolidated, laying a second sealing film in the cofferdam (8), connecting the vacuum jet pump (6) with a drain pipe (9), and extending the drain pipe (9) into the cofferdam (8);
E. the vacuum jet pump (6) starts to work, and the foundation (1) to be consolidated below the sealing film is vacuumized.
2. The construction method of the vacuum drainage combined with water-load preloading consolidation foundation according to claim 1, characterized in that: in the step B, a pressurizing vertical pipe (10) is downwards arranged on the sand gravel cushion layer (2) or the fine sand water collecting layer (7), the lower end of the pressurizing vertical pipe (10) is higher than the lower end of the drainage plate (3), a pressurizing longitudinal pipe (11) is arranged on the sand gravel cushion layer (2) or the fine sand water collecting layer (7), the upper end of the pressurizing vertical pipe (10) is connected with the pressurizing longitudinal pipe (11), the pressurizing longitudinal pipe (11) is connected with a pressurizing main pipe (12), and the pressurizing main pipe (12) is connected with a pressurizing pump (13);
and in the step E, after the vacuum jet pump (6) starts to work for a set time, the booster pump (13) starts to work to pressurize the foundation (1) to be consolidated, and the vacuum jet pump (6) and the booster pump (13) alternately run and work.
3. The construction method of the vacuum drainage combined with water-load preloading consolidation foundation according to claim 2, characterized in that: in the step B, multiple rows of the pressurizing vertical pipes (10) are arranged in the width direction of the foundation (1) to be consolidated, the pressurizing vertical pipes (11) are arranged in the length direction of the foundation (1) to be consolidated, the pressurizing vertical pipes (11) are arranged in the width direction of the foundation (1) to be consolidated in a plurality, the pressurizing vertical pipes (10) on two sides of the pressurizing vertical pipes (11) are connected with the pressurizing vertical pipes, and the pressurizing main pipe (12) is arranged in the width direction of the foundation to be consolidated and is connected with the pressurizing vertical pipes (11).
4. The construction method of the vacuum drainage combined with water-load preloading consolidation foundation according to claim 1, characterized in that: in the step B, a plurality of rows of drainage plates (3) are arranged in the width direction of the foundation (1) to be consolidated, the drainage filter pipes (4) are arranged in the length direction of the foundation (1) to be consolidated, a plurality of drainage filter pipes (4) are arranged in the width direction of the foundation (1) to be consolidated, the drainage plates (3) on two sides of the drainage filter pipes (4) are connected with the drainage filter pipes, and the water pumping main pipe (5) is arranged in the width direction of the foundation (1) to be consolidated and is connected with the drainage filter pipes (4).
5. The construction method of the vacuum drainage combined with water-load preloading consolidation foundation according to claim 1, characterized in that: and in the step C, before the first sealing film is laid, a film pressing sealing ditch (14) is dug at the side edge of the foundation (1) to be consolidated, the film pressing sealing ditch (14) is lower than the sand-gravel cushion layer (2), the first sealing film extends into the film pressing sealing ditch (14) from the upper surface of the fine sand water collecting layer (7), and the first sealing film covers the inner wall of the film pressing sealing ditch (14).
6. The construction method of the vacuum drainage combined with water-load preloading consolidation foundation according to claim 3, characterized in that: after the first sealing film covers the inner wall of the pressed film sealing ditch (14), the pressed film sealing ditch (14) is backfilled by thick clay, then the pressed film sealing ditch (14) is backfilled by sludge, and finally water is covered on the upper part of the pressed film sealing ditch (14).
7. The construction method of the vacuum drainage combined with water-load preloading consolidation foundation according to claim 1, characterized in that: and in the step C, non-woven geotextile is laid between the fine sand water collection layer (7) and the first sealing film, and in the step D, non-woven geotextile is laid between the first sealing film and the second sealing film.
8. The construction method of the vacuum drainage combined with water-load preloading consolidation foundation according to claim 1, characterized in that: and D, pre-burying a water outlet pipe (15) at the lower part of the cofferdam (8) during construction of the cofferdam, wherein the water outlet pipe (15) extends into the cofferdam (8), the periphery of the water inlet end of the water outlet pipe (15) is in sealing fit with the sealing film II, and the water outlet end of the water outlet pipe (15) is sealed by concrete.
9. The construction method of the vacuum drainage combined with water-load preloading consolidation foundation according to claim 1, characterized in that: a vacuum gauge under the film and a soil layer pore pressure gauge are pre-embedded in the foundation (1) to be consolidated.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111608169A (en) * | 2020-06-09 | 2020-09-01 | 中铁二院工程集团有限责任公司 | Construction access road structure on soft soil foundation and construction method |
| CN112411518A (en) * | 2020-12-17 | 2021-02-26 | 中交三公局第三工程有限公司 | Soft foundation section vacuum combined surcharge preloading construction method |
| CN113152499A (en) * | 2021-03-19 | 2021-07-23 | 国网河北省电力有限公司邢台供电分公司 | Cofferdam backfill reinforced foundation and construction method |
| CN114000495A (en) * | 2021-11-22 | 2022-02-01 | 中交第一航务工程局有限公司 | Underwater vacuum preloading process |
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