CN114855760A - Combined construction method and system for vacuum tube well combined air pressure splitting of deep soft soil foundation - Google Patents
Combined construction method and system for vacuum tube well combined air pressure splitting of deep soft soil foundation Download PDFInfo
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- 239000002689 soil Substances 0.000 title claims abstract description 75
- 238000010276 construction Methods 0.000 title claims abstract description 43
- 238000000034 method Methods 0.000 claims abstract description 51
- 238000001556 precipitation Methods 0.000 claims abstract description 31
- 239000004927 clay Substances 0.000 claims abstract description 16
- 230000035699 permeability Effects 0.000 claims abstract description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 94
- 238000002347 injection Methods 0.000 claims description 51
- 239000007924 injection Substances 0.000 claims description 51
- 239000010410 layer Substances 0.000 claims description 31
- 238000005553 drilling Methods 0.000 claims description 25
- 238000005086 pumping Methods 0.000 claims description 24
- 239000000463 material Substances 0.000 claims description 19
- 230000008569 process Effects 0.000 claims description 17
- 238000007596 consolidation process Methods 0.000 claims description 16
- 230000009189 diving Effects 0.000 claims description 15
- 239000011148 porous material Substances 0.000 claims description 15
- 239000002002 slurry Substances 0.000 claims description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 14
- 239000010959 steel Substances 0.000 claims description 14
- 239000002352 surface water Substances 0.000 claims description 12
- 238000007789 sealing Methods 0.000 claims description 11
- 238000013461 design Methods 0.000 claims description 10
- 239000004677 Nylon Substances 0.000 claims description 8
- 239000004568 cement Substances 0.000 claims description 8
- 230000005484 gravity Effects 0.000 claims description 8
- 239000011229 interlayer Substances 0.000 claims description 8
- 229920001778 nylon Polymers 0.000 claims description 8
- 239000004576 sand Substances 0.000 claims description 7
- 230000009977 dual effect Effects 0.000 claims description 4
- 230000007246 mechanism Effects 0.000 claims description 4
- 239000002344 surface layer Substances 0.000 claims description 4
- 239000000725 suspension Substances 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 230000009471 action Effects 0.000 description 5
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- 238000005516 engineering process Methods 0.000 description 3
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- 239000003673 groundwater Substances 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 230000007017 scission Effects 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000001737 promoting effect Effects 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
- 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
- E02D2250/00—Production methods
- E02D2250/0053—Production methods using suction or vacuum techniques
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A20/00—Water conservation; Efficient water supply; Efficient water use
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Abstract
The invention discloses a combined construction method and a system for combining a vacuum pipe well with air pressure splitting in a deep soft soil foundation. The method effectively solves the problems of poor treatment effect, low precipitation rate and the like of the traditional (vacuum) tube well precipitation method on the soft clay layer with low permeability, can be used for treating deep (more than 20m) soft soil foundation, and has the beneficial effects of reducing the construction period, saving the construction cost and improving the bearing capacity of the foundation.
Description
Technical Field
The invention relates to a foundation treatment technology, in particular to a combined construction method and a combined construction system for combining a vacuum pipe well with air pressure splitting for a deep soft soil foundation, and belongs to the technical field of soft soil foundation treatment methods.
Background
Soft soil is widely distributed in coastal and coastal areas of China, the soil is usually buried deeply except for high water content, high compressibility, low shear strength and low permeability coefficient, and the geological conditions of the engineering of hydraulic connection between a bottom stratum and a peripheral water area are extremely complex. With the increasing of large-scale development of tidal flat and sea reclamation engineering construction projects, the foundation treatment of the deep soft soil also becomes a research difficulty and a hotspot in the engineering field.
The vacuum preloading method is one of the most commonly used treatment methods for soft clay and hydraulic filling sludge in coastal and coastal areas at present. However, the vacuum preloading method has a long processing time, and the vacuum degree gradually attenuates with the processing depth, so that the processing depth is limited. In addition, the vacuum preloading method tends to cause fine-grained soil to accumulate around the PVD panels and clog, making its treatment less effective than desired.
Traditional tube well dewatering methods locate a submersible pump at the bottom of the well and water is pumped through a pipeline to a discharge point. The method is generally suitable for strata with abundant underground aquifers and large soil permeability, is mainly used for foundation pit dewatering, and has a relatively common treatment effect on soft clay layers with relatively small permeability coefficients due to slow flow of underground water.
The patent No. ZL201510300457.9 entitled "construction method of vacuum tube well dewatering system" provides a set of construction method to solve the problems of incomplete well mouth sealing construction process, large floor area and high noise of vacuum pump equipment, and easy freezing of circulating water during the intermittent operation period of the vacuum pump in winter construction. However, when the technology is used for the action of a deep soft soil foundation, the problem that the negative pressure action is not obvious due to the attenuation of the vacuum degree along with the depth of a pipe well still exists, so that the precipitation efficiency is not high.
The patent number ZL201510560294.8, entitled "vacuum tube well precipitation system" patent technology has mainly introduced a set of vacuum tube well precipitation equipment, including header tank, centrifugal pump, vacuum pump, collecting main etc.. However, the technique does not specifically describe the process flow of vacuum tube well precipitation.
Disclosure of Invention
Aiming at the technical problems, the invention adopts a combined construction mode of a vacuum pipe well and air pressure splitting, vacuumizes the pipe well, injects high-pressure gas into soft soil between the pipe wells to generate the air pressure splitting, enlarges a flow channel of underground water, and accelerates the flow of the underground water under the double actions of vacuum negative pressure and the air pressure splitting, thereby promoting precipitation consolidation. The method can be used for treating deep (more than 20m) soft soil foundation, and has the advantages of reducing construction period, saving construction cost and effectively improving the bearing capacity of the foundation.
In order to achieve the technical purpose, the invention adopts the following technical scheme:
a combined construction method for combining a vacuum tube well with air pressure splitting in a deep soft soil foundation comprises the following steps: and vacuumizing the sealed pipe well through a vacuum pump, so that negative pressure is formed in the pipe well to accelerate the underground water in the soft soil interlayer to move into the pipe well, meanwhile, gas pumped out by the vacuum pump is conveyed to a pressurizing assembly to form high-pressure air, and the pressurizing assembly injects the high-pressure air into the soft soil between the pipe wells to generate air pressure splitting in a soil body.
Preferably, the pipe well comprises: the vacuum tube wells are uniformly distributed on the outermost side of the field according to tube well intervals, and the vacuum tube wells are uniformly distributed on the inner side of the field and surrounded by the vacuum tube wells; the pressure reducing pipe well is arranged in the pressure-bearing water-containing layer in depth and is used for extracting pressure-bearing water; the vacuum tube well is evacuated to a depth disposed within the submerged water-bearing formation for extracting the submergence.
Preferably, the method comprises the following steps:
drilling a hole to form a well, namely drilling the hole in a site according to a certain pipe well interval by using a reverse circulation drilling process; the diameter of the drilled hole is more than 30cm larger than that of the pipe well, the drilling depth of the vacuum pipe well is 50-100 cm above the bottom surface of the submerged aquifer, and the drilling depth of the depressurization pipe well is 50-100 cm above the bottom surface of the confined aquifer;
placing a pipe well, namely placing the pipe well into a drilled hole by adopting a suspension method, and backfilling filter materials in pores on the outer wall of the pipe well and the inner wall of the drilled hole after the pipe well is fixed, wherein the filling height of the filter materials is consistent with the thickness of a water-bearing stratum; for the vacuum tube well, after plugging treatment is carried out on the aquifer by adopting cement paste, a submersible pump connected with a water pumping pipe is placed in the tube well, and the outer end of the water pumping pipe is communicated with a surface water collecting ditch; for the depressurization pipe well, a submersible pump connected with a water pumping pipe is placed in the pipe well after being plugged by clay, and the outer end of the water pumping pipe is communicated with a surface water collecting ditch;
a vacuum splitting process, wherein one end of an exhaust pipe is inserted into the vacuum pipe well for at least 0.5m through an exhaust hole in a sealing well cover of the pipe well, the other end of the exhaust pipe is connected to a vacuum pump, and an air outlet of the vacuum pump is communicated with a pressurizing assembly to compress air; the gas outlet end of the pressurizing assembly is communicated with a plurality of gas injection pipes inserted into the earth surface at different depths, and the gas injection pipes are arranged between the pipe wells and are provided with different depths;
a dewatering consolidation procedure, wherein a submersible pump, a vacuum pump and a pressurizing assembly are started; wherein, the pore water in the soft soil foundation moves and collects towards the tube well under the dual functions of the air pressure splitting outside the tube well and the vacuum pumping in the tube well, and is pumped out to the surface water collecting ditch by the submersible pump after being filtered by the filter material on the outer wall of the tube well;
and (4) a well sealing treatment procedure, namely after the precipitation consolidation reaches the required consolidation degree, finishing the precipitation work, and extracting the submersible pump to directly backfill the sand and soil of the precipitation well.
Preferably, the tube well spacing is determined according to the field area and the number of tube wells; the gas injection pipes with the same depth in the same treatment area are uniformly distributed and are connected in parallel.
Preferably, the number of tube wells is calculated by the following formula:
n＝λQ/q
in the formula: n-the number (mouth) of dewatering wells; q is site water inflow (m 3/d); q is the water yield of a single well (m 3/d); lambda-adjustment factor, taken as 1.1;
for a vacuum well:
in the formula: k-coefficient of permeability (m/d) of the phreatic zone; c, the thickness (m) of the bearing water-containing layer; sd-design precipitation depth (m); r-the radius of influence (m),
r 0-equivalent Large well radius (m);
a-floor area (m 2); t-design precipitation time (days);
for a depressurization tube well:
in the formula: k-permeability coefficient of confined aquifer (m/d); m is the thickness (M) of the bearing water-containing layer;
preferably, the pipe well is a steel pipe with a hole; the steel pipe is provided with a non-porous section and a porous section, the thickness of the porous section of the vacuum pipe well is consistent with that of a diving aquifer, and the thickness of the porous section of the depressurization pipe well is consistent with that of a bearing aquifer; the section with the holes is wrapped by a nylon filter screen with the mesh of 60.
Preferably, in the drilling process, the specific gravity of the wall protection slurry is controlled to be 1.10-1.15; after drilling to the designed depth, the hole is cleaned and the slurry is changed, and the specific gravity of the slurry is adjusted to about 1.05.
Preferably, the method further comprises the following steps:
the geological exploration process comprises the steps of exploring engineering and hydrogeological conditions of a treatment site, wherein the engineering and hydrogeological conditions comprise the permeability coefficient of a soil layer, the water conductivity coefficient, the influence radius, the depth of a diving layer and the depth of a confined aquifer;
a field flattening procedure, wherein the field presents a basin structure with two high sides and a low middle part; and when the water content of the soil body on the surface layer of the site is higher than a certain degree, backfilling a layer of mixed filling soil or hard clay with the thickness of 1-2 m.
The utility model provides a combination construction system that deep soft soil foundation vacuum tube well combines atmospheric pressure splitting, includes:
a plurality of depressurization tube wells and a plurality of vacuum tube wells; a plurality of vacuum tube wells are uniformly distributed and surrounded by a plurality of depressurization tube wells; the pressure reducing pipe well and the vacuum pipe well respectively comprise a perforated section and a non-perforated section positioned above the perforated section; the thickness of the perforated section of the vacuum pipe well is consistent with that of a diving aquifer, and the thickness of the perforated section of the depressurization pipe well is consistent with that of a bearing aquifer; a filter material is arranged in an annular space between the section with the hole and the inner wall of the drill hole, and the filling height of the filter material is consistent with the thickness of a water-bearing stratum; the vacuum tube well is provided with a cement plug above the aquifer; the pressure reduction pipe well is provided with a clay plug above a water-bearing layer; the pressure reducing pipe well and the vacuum pipe well are respectively provided with a submersible pump communicated with a ground surface water collecting ditch;
vacuum splitting mechanism, comprising: the device comprises a vacuum pump, a pressurizing assembly and a plurality of gas injection pipes; the gas injection pipe is arranged between the pipe wells and is provided with different depths; an air inlet of the vacuum pump is communicated with an air exhaust pipe which penetrates through an air exhaust hole of the sealed well cover and is inserted into the vacuum pipe well for at least 0.5m, and an air outlet of the vacuum pump is communicated with a pressurizing assembly to compress air; wherein, the air outlet end of the pressurizing assembly is communicated with a plurality of air injection pipes inserted into the earth surface at different depths.
Preferably, the pipe well is a steel pipe with holes, the pressurizing assembly is a pressurizing tank, and the section with the holes is wrapped by a nylon filter screen with the mesh of 60; a plurality of vacuum tube wells are arrayed; each gas injection pipe is surrounded by at least four vacuum pipe wells; a plurality of depressurization pipe wells are arranged around the outside of the plurality of vacuum pipe wells; the distance between two adjacent depressurization pipe wells is larger than the distance between two adjacent vacuum pipe wells.
Has the advantages that:
the combined construction method and the system thereof combining the vacuum tube well with the air pressure splitting of the deep soft soil foundation have the following beneficial effects:
firstly, the invention adopts a combined construction mode of a vacuum tube well and air pressure splitting, and the vacuum negative pressure in the tube well and the air pressure splitting outside the tube well are 'inside-in-outside-in', so that the movement of underground water into the tube well can be accelerated, the precipitation consolidation efficiency is improved, and the construction period is saved.
Secondly, the vacuum action and the air pressure splitting are based on a set of construction equipment, a set of air extraction and injection pipelines are shared, and only one pressurizing tank is arranged behind a vacuum pump, so that the equipment cost is saved, and the field use space is reduced.
Thirdly, the invention makes full use of the function of gas in the soft body, enlarges the application range of the traditional (vacuum) pipe well precipitation method, and can be used for treating deep (more than 20m) soft soil foundation.
Specific embodiments of the present invention are disclosed in detail with reference to the following description and drawings, indicating the manner in which the principles of the invention may be employed. It should be understood that the embodiments of the invention are not so limited in scope.
Features that are described and/or illustrated with respect to one embodiment may be used in the same way or in a similar way in one or more other embodiments, in combination with or instead of the features of the other embodiments.
It should be emphasized that the term "comprises/comprising" when used herein, is taken to specify the presence of stated features, integers, steps or components but does not preclude the presence or addition of one or more other features, integers, steps or components.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without inventive exercise.
Fig. 1 is a combined construction structure diagram of a vacuum pipe well combined with air pressure splitting in a deep soft soil foundation according to an embodiment of the present disclosure;
FIG. 2 is a tube well plan view of FIG. 1;
fig. 3 is a simplified schematic diagram of steps and flows of a combined construction method for combining a vacuum pipe well of a deep soft soil foundation with air pressure splitting according to an embodiment of the present disclosure.
The reference numbers in the figures illustrate: 1. a vacuum tube well; 2. a submersible pump; 3. a depressurization pipe well; 4. a steel pipe with a hole section; 5. filtering the material; 6. plugging with clay; 7. a non-porous section steel pipe; 8. plugging with cement; 9. a vacuum pump; 10. a water pumping pipe; 11. an air exhaust pipe; 12. a pressurized tank; 13. a gas injection pipe; 14. an air pressure cleavage point; 15. a diving aquifer; 16. a confined aquifer; 17. sealing the well cover; 18. the earth surface; 19. and (4) collecting the water.
Detailed Description
In order to make those skilled in the art better understand the technical solution of the present invention, the technical solution in the embodiment of the present invention will be clearly and completely described below with reference to the drawings in the embodiment of the present invention, and it is obvious that the described embodiment is only a part of the embodiment of the present invention, and not all embodiments. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, shall fall within the scope of protection of the present invention.
It will be understood that when an element is referred to as being "disposed on" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may be present. The terms "vertical," "horizontal," "left," "right," and the like as used herein are for illustrative purposes only and do not represent the only embodiments.
Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. The terminology used herein in the description of the invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.
As shown in fig. 1, an embodiment of the present disclosure provides a combined construction system combining a vacuum pipe well 1 of a deep soft soil foundation with an air pressure splitting, including: a plurality of pressure reducing pipe wells 3, a plurality of vacuum pipe wells 1 and a vacuum splitting mechanism.
Wherein a plurality of said vacuum tube wells 1 are uniformly distributed and surrounded by a plurality of said depressurization tube wells 3. The depressurization pipe well 3 and the vacuum pipe well 1 respectively comprise a perforated section (a pipe section indicated by a mark 4) and a non-perforated section (a pipe section indicated by a mark 7) positioned above the perforated section. The thickness of the perforated section of the vacuum tube well 1 is consistent with that of a diving aquifer 15, and the thickness of the perforated section of the depressurization tube well 3 is consistent with that of a confined aquifer 16 (approximately equal). And a filter material 5 is arranged in an annular space between the section with the hole and the inner wall of the drilled hole, and the filling height of the filter material 5 is consistent with the thickness of the aquifer. And a cement plug 8 is arranged above the aquifer of the vacuum tube well 1. The pressure reduction pipe well 3 is provided with a clay plug 6 above a water-bearing stratum. The pressure reducing pipe well 3 and the vacuum pipe well 1 are respectively provided with a submersible pump 2 communicated with an earth surface water collecting ditch 19.
In this embodiment, the pipe well is a perforated steel pipe 7, and the steel pipe 7 has a non-perforated section and a perforated section. The pressurizing assembly is a pressurizing tank 12, such as a sealed accumulator tank. The section with the holes is wrapped by a nylon filter screen 4 with a mesh of 60. As shown in fig. 2, a plurality of the vacuum tube wells 1 are arranged in an array. Each gas injection pipe 13 is surrounded by at least four vacuum pipe wells 1; a plurality of depressurization tube wells 3 are arranged around the plurality of vacuum tube wells 1. The distance between two adjacent depressurization tube wells 3 is larger than the distance between two adjacent vacuum tube wells 1.
The vacuum cleaving mechanism includes: a vacuum pump 9, a pressurizing assembly (12) and a plurality of gas injection pipes 13. The gas injection pipes 13 are arranged between the tube wells 1 and are provided with different depths. And an air inlet of the vacuum pump 9 is communicated with an exhaust pipe 11 which penetrates through an exhaust hole of the sealing well cover 17 and is inserted into the vacuum pipe well 1 by at least 0.5 m. And an air outlet of the vacuum pump 9 is communicated with the pressurizing assembly to compress air. Wherein, the air outlet end of the pressurizing assembly is communicated with a plurality of air injection pipes 13 inserted into the earth surface at different depths.
It should be noted that the vacuum pump 9 is a suction pump, and in other embodiments, an air compression pump (air compressor) may also be used, so that the gas in the well is sucked and simultaneously the gas is injected into the gas injection pipe 13 to achieve the gas pressure splitting.
In a preferred embodiment, the vacuum pump 9 may be simultaneously connected to two or more pressurized tanks 12; three or more gas injection pipes 13 respectively communicating with two or more of the pressure tanks 12. The pressurizing tank 12 is provided with a pressure sensor (air pressure sensor, also called barometer) that detects the internal pressure thereof; the connection pipe between the gas injection pipe 13 and the pressure tank 12 is configured such that the on-off between each gas injection pipe 13 and the pressure tank 12 can be individually controlled. By providing two or more pressurized tanks 12 to provide multiple sources of air, a stable output of high pressure air is ensured. In storing gas, the high pressure gas inside the pressure tank 12 provides gas at different injection pressures.
Illustrative examples are: the pressurization assembly includes a first pressurization tank and a second pressurization tank. Wherein, the air inlet of the first pressurizing tank is communicated with the vacuum pump 9 through a first air inlet pipeline. The air inlet of the second pressurizing tank is communicated with the vacuum pump 9 through a second air inlet pipeline; the first air inlet pipeline and the second air inlet pipeline are not interfered with each other in on-off and are respectively provided with an air inlet control valve.
Three or more gas injection pipes 13 are connected in parallel to each of the pressure tanks 12. The gas-injection pipes 13 are arranged at different intervals between the drain plates and are provided with different depths. The gas injection pipes 13 at different depths in the same treatment area are uniformly distributed, and the gas injection pipes 13 at the same depth are connected in parallel. The gas injection pipe 13 includes a first gas injection pipe, a second gas injection pipe, and a third gas injection pipe having different depths. Specifically, as shown in fig. 1, the length of each of the gas-injection pipes 13 is different, whereby the required burying depth is also different. In the present embodiment, the three gas injection pipes 13 are buried at desired depths below the ground surface 11, 15m, 18m, and 21m at one end. It is worth pointing out that the burying depth of the first gas injection pipe, the second gas injection pipe and the third gas injection pipe can be adjusted according to the design depth of foundation treatment.
The control module has an automatic mode and a manual mode, and in the manual mode, an operator can manually operate the vacuum pump 9 to open each valve, check whether the gas injection pipeline 13 is communicated or not, determine whether the pipeline is communicated or not according to the pressure detected by the pressure sensor, and if clogging occurs, the gas injection pressure can be increased to the maximum pressure for dredging treatment. When the pipeline is determined to be communicated, the control module can be switched to an automatic mode to control the valve, so that the pressure storage of the pressurization tank 12 and the opening and closing control of each pipeline valve are realized, the air pressure splitting air injection control of the air injection pipe 13 is realized, and the automatic control of the air pressure splitting is further realized.
Yet another embodiment of the present invention provides a combined construction method combining the vacuum tube well 1 of the deep soft soil foundation with the air pressure splitting, wherein the combined construction method combining the vacuum tube well 1 of the deep soft soil foundation with the air pressure splitting may adopt, but is not limited to, the above combined construction system combining the vacuum tube well 1 of the deep soft soil foundation with the air pressure splitting.
In this embodiment, the method includes: vacuum pumping is carried out in the sealed pipe well through a vacuum pump 9, negative pressure is formed in the pipe well to accelerate underground water in a soft soil interlayer to move into the pipe well, meanwhile, gas pumped out by the vacuum pump 9 is conveyed to a pressurizing assembly to form high-pressure air, and the pressurizing assembly injects the high-pressure air into soft soil between the pipe wells to generate air pressure splitting in soil bodies.
The pipe well includes: the vacuum tube well comprises a plurality of depressurization tube wells 3 and a plurality of vacuum tube wells 1, wherein the depressurization tube wells 3 are uniformly distributed on the outermost side of the field according to tube well spacing, and the vacuum tube wells 1 are uniformly distributed on the inner side of the field and surrounded by the depressurization tube wells 3; the depressurization pipe well 3 is deeply arranged in the confined aquifer 16 and is used for pumping confined water; the vacuum tube well 1 is evacuated to a depth set in the diving aquifer 15 for extracting the diving.
The pipe wells (the pressure reducing pipe well 3 and the vacuum pipe well 1) are steel pipes 7 with holes; the steel pipe 7 is provided with a non-porous section and a porous section, the thickness of the porous section of the vacuum pipe well 1 is consistent with that of a diving aquifer 15, and the thickness of the porous section of the depressurization pipe well 3 is consistent with that of a confined aquifer 16; the section with the holes is wrapped by a nylon filter screen 4 with a mesh of 60.
Specifically, as shown in fig. 3, the method includes the following steps:
a geological exploration procedure, wherein engineering and hydrogeological conditions of the treatment site are explored, and the engineering and hydrogeological conditions comprise permeability coefficient of soil layer, water conductivity coefficient, influence radius, depth of diving layer and confined aquifer 16;
a field flattening procedure, wherein the field presents a basin structure with two high sides and a low middle part; backfilling a layer of miscellaneous filling soil or hard clay with the thickness of 1-2 m when the water content of the soil body on the surface layer of the field is higher than a certain degree;
drilling a hole to form a well, namely drilling the hole in a site according to a certain pipe well interval by using a reverse circulation drilling process; the diameter of the drilled hole is more than 30cm larger than that of the tube well, the drilling depth of the vacuum tube well 1 is 50-100 cm above the bottom surface of a submerged aquifer 15, and the drilling depth of the depressurization tube well 3 is 50-100 cm above the bottom surface of a confined aquifer 16; in the drilling process, the specific gravity of the wall protection slurry is controlled to be 1.10-1.15; after drilling to the designed depth, the hole is cleaned and the slurry is changed, and the specific gravity of the slurry is adjusted to about 1.05.
Placing a pipe well, namely placing the pipe well into a drilled hole by adopting a suspension method, and after fixing the pipe well, backfilling a filter material 5 in pores on the outer wall of the pipe well and the inner wall of the drilled hole, wherein the filling height of the filter material 5 is consistent with the thickness of a water-bearing layer; for the vacuum tube well 1, after plugging treatment is carried out on the aquifer by adopting cement paste, a submersible pump 2 connected with a water pumping tube 10 is placed in the tube well, and the outer end of the water pumping tube 10 is communicated with a surface water collecting ditch 19; for the depressurization pipe well 3, after the clay is adopted for plugging 6, a submersible pump 2 connected with a water pumping pipe 10 is placed in the pipe well, and the outer end of the water pumping pipe 10 is communicated with a surface water collecting ditch 19;
a vacuum splitting process, wherein one end of an exhaust pipe 11 is inserted into the vacuum pipe well 1 for at least 0.5m through an exhaust hole on a sealing well cover 17 of the pipe well, the other end of the exhaust pipe 11 is connected to a vacuum pump 9, and an air outlet of the vacuum pump 9 is communicated with a pressurizing assembly to compress air; wherein, the air outlet end of the pressurizing assembly is communicated with a plurality of air injection pipes 13 inserted into the earth surface at different depths, and the air injection pipes 13 are arranged between the pipe wells and are provided with different depths.
A dewatering consolidation procedure, wherein a submersible pump 2, a vacuum pump 9 and a pressurizing assembly are started; wherein, the pore water in the soft soil foundation moves and collects towards the tube well under the dual functions of the air pressure splitting outside the tube well and the vacuum pumping in the tube well, and is pumped out to the surface water collecting ditch 19 by the submersible pump 2 after being filtered by the filter material 5 on the outer wall of the tube well;
and (4) a well sealing treatment procedure, namely after the precipitation consolidation reaches the required consolidation degree, finishing the precipitation work, and extracting the submersible pump to directly backfill the sand and soil of the precipitation well.
In the vacuum splitting procedure, the tube well spacing can be determined according to the field area and the number of tube wells; the gas injection pipes 13 with the same depth in the same treatment area are uniformly distributed, and the gas injection pipes 13 with the same depth are connected in parallel. The number of tube wells is calculated by the following formula:
n＝λQ/q
in the formula: n-the number (mouth) of dewatering wells; q is site water inflow (m 3/d); q is the water yield of a single well (m 3/d); lambda-adjustment factor, taken as 1.1;
for a vacuum well:
in the formula: k-coefficient of permeability (m/d) of the phreatic zone; c-thickness (m) of confined aquifer 16; sd-design precipitation depth (m); r-radius of influence (m),
r 0-equivalent Large well radius (m);
a-floor area (m 2); t-design precipitation time (days);
for a depressurization well 3:
in the formula: k-permeability coefficient (m/d) of confined aquifer 16; m-thickness (M) of confined aquifer 16.
The invention is described in detail below with reference to a specific embodiment in order to better understand the invention.
Referring to attached drawings 1 and 2, a certain construction site is located at the long river side of Nanjing, belongs to the edge of the fluvial flood beach and terrace of the Yangtze river, is widely distributed with weak soil, has the depth of 20-40 m, locally exceeds 40m, has low bearing capacity, large deformation and long sedimentation duration, and needs to treat the deep weak soil to accelerate the consolidation sedimentation in order to reduce the post-construction sedimentation. In addition, the construction period of the project is relatively short, the time consumption is relatively long by adopting a conventional vacuum preloading method, and the deep soft soil treatment effect is effective.
The overall terrain of the project site is relatively flat, and the ground elevation is 3.62-8.26 m. According to engineering geological survey data, a plurality of silt and silt interlayers are clamped in soft soil at the upper part of the field, the interlayer is in a shape of a multi-layer cake, the horizontal thin layer is obvious in layering, and the interlayers become channels for horizontal movement of underground water, so that the underground water level is favorably reduced, and the pore water pressure is reduced. However, the interlayer thickness is small, the groundwater has certain viscosity in the period, the flow is slow under the action of self-weight, the movement of the groundwater in the interlayer to the precipitation well can be accelerated in a mode of forming negative pressure in the well pipe by vacuumizing in the well pipe, meanwhile, the flow channel of pore water pressure is expanded by injecting high-pressure air into soil between the well pipes to generate air pressure splitting, so that the flow of the pore water into the well pipe is accelerated, the precipitation consolidation of soft soil is promoted, the work efficiency is improved, and the construction period is saved.
The types of underground water in the ground are mainly pore potential water and micro confined water which are existed in the fourth series loose layer. The diving water-bearing stratum comprises three-1 layers of fine sand and silty clay distributed in the areas of the-1 and the-2 silt soft soil layers and has micro pressure bearing performance, and the underlying bedrock contains fracture water.
The foundation treatment is carried out by adopting the combined construction method of combining the vacuum pipe well of the deep soft soil foundation and the air pressure splitting, and the method mainly comprises the following steps:
the method comprises the following steps: and (3) exploring the engineering and hydrogeological conditions of the treatment site, wherein the engineering and hydrogeological conditions comprise the permeability coefficient of a soil layer, the water conductivity coefficient, the influence radius, the depth of the diving aquifer 15 and the confined aquifer 16 and the like.
The types of underground water in the field are mainly pore potential water and micro confined water which are existed in the fourth series of loose layers through geological exploration. The diving water-bearing stratum 15 comprises three-1 layers of fine sand and silty clay distributed in the soft silt soil layers of the water-bearing stratum 1 and 2 and a field area, has micro pressure-bearing performance and belongs to a pressure-bearing water-bearing stratum 16. Through a simple water pumping test, hydraulic parameters such as permeability coefficient, water conductivity coefficient, influence radius and the like of each soil layer are determined as shown in table 1.
TABLE 1 Hydraulic parameters of aquifers
Step two: and (5) leveling the field. The field is in a pot shape with slightly higher two sides and slightly lower middle. Because the water content of the soil body on the surface layer of the field is higher, a layer of miscellaneous filling soil with the thickness of 1.5m is backfilled to ensure normal construction and water pumping sealing.
Step three: and drilling to form a well. Drilling holes in a site according to a certain pipe well interval by using a reverse circulation drilling process, wherein the vacuum pipe well 1 adopts a steel pipe 7 with a pipe diameter of 273mm and a wall thickness of 3mm, the diameter of each hole is about 450mm, and the well depth is about 23 m; a single-layer 60-mesh nylon filter screen 4 is coated outside the filter pipe; the depressurization pipe well 3 adopts a steel pipe 7 with the pipe diameter of 273mm and the wall thickness of 3mm, the diameter of a formed hole is about 450mm, and the well depth is 27 m; the filter tube is a bridge type filter tube, and is covered by a 60-mesh nylon filter screen 4.
And determining the pipe well spacing according to the field area and the number of the pipe wells. The number of tube wells can be calculated by:
n＝λQ/q
in the formula: n-the number (mouth) of dewatering wells; q-site water inflow (m) 3 D); q is the water yield of a single well (m 3/d); lambda-adjustment factor, taken as 1.1.
For a submersible well:
in the formula: k-coefficient of permeability (m/d) of the phreatic zone; c, the thickness (m) of the bearing water-containing layer; s d -design precipitation depth (m); r-radius of influence (m),
r 0 -equivalent large well radius (m);
a-area of site (m) 2 ) (ii) a t-designed precipitation time (days).
For a depressurization tube well:
in the formula: k-permeability coefficient of confined aquifer (m/d); m is the thickness (M) of the bearing water-containing layer;
the calculation results are shown in table 2.
TABLE 2 plan layout calculation for tubular well
And based on the calculation result, simultaneously considering the field plane design. As shown in fig. 3, vacuum tube wells 36 are arranged in the field, and are arranged in a regular quadrangle with a spacing of 14 m; the downcomer wells 12 were arranged with a spacing of 28m at the field outermost periphery.
Step four: and cleaning holes and replacing slurry. Because the aquifer particles of the soft soil stratum are fine, the specific gravity of the wall protection slurry is controlled to be 1.10-1.15 in the drilling process, and the stratum is adopted for natural slurry making as much as possible in order to prevent the slurry from influencing the water yield of the dewatering well. After the hole is drilled to the designed depth, the hole is cleaned and the slurry is changed, and the specific gravity of the slurry is adjusted to about 1.05.
Step five: and (5) placing the pipe well. Slowly placing the pipe well into the drilled hole by adopting a suspension method, after fixing the pipe well, backfilling filter materials in pores on the outer wall of the pipe well and the inner wall of the drilled hole, backfilling by adopting medium coarse sand filter materials 5, and for the vacuum pipe well 1, adopting cement plugging 8 above a water-bearing stratum; for the hypotube well 3, clay plugs 6 may be used due to the larger plugging area. And then, a submersible pump is placed in the pipe well, the upper water pumping pipe is connected, and the other end of the water pumping pipe is directly placed at the water collecting ditch.
Step seven: and connecting a vacuum-pumping air pressure splitting system (vacuum splitting process). One end of an exhaust pipe 11 is inserted into the pipe well by about 1m through an exhaust hole on the sealed well cover 17, and the other end of the exhaust pipe is connected to the vacuum pump 9. The air outlet of the vacuum pump 9 is connected with an air injection pipe 13 which is connected to a pressurizing tank 12 to compress air, and then the other end of the air injection pipe is inserted into an air pressure cleavage point 14 with different depths on the earth surface. The gas injection pipes are arranged between the pipe wells and are provided with different depths (15m, 18m and 21 m); the gas injection pipes with the same depth in the same treatment area are uniformly distributed and are connected in parallel.
Step eight: and (5) precipitation and consolidation. The submersible pump 2, the vacuum pump 9 and the pressurizing tank 12 are started, a control panel on the pressurizing tank is adjusted, the gas injection pressure is set to be 1.0MPa, pore water in the soft soil foundation moves towards the tube well and is collected under the dual effects of external pressure splitting of the tube well and vacuumizing in the tube well, after filtering materials on the outer wall of the tube well, the pore water is pumped out to the water collecting ditch 19 on the earth surface 18 by the submersible pump 2, the pore water pressure of the soft soil foundation is reduced, effective stress is increased, and therefore precipitation consolidation is achieved.
Step nine: and (6) well sealing treatment. After pumping water for 60 days, the consolidation degree of soft soil in the site reaches more than 94 percent, the design requirement is met, the submersible pump 2 is put out after the precipitation work is finished, and sand backfilling is directly carried out on the pipe well.
Any numerical value recited herein includes all values from the lower value to the upper value, in increments of one unit, provided that there is a separation of at least two units between any lower value and any higher value. For example, if it is stated that the number of a component or a value of a process variable (e.g., temperature, pressure, time, etc.) is from 1 to 90, preferably from 20 to 80, and more preferably from 30 to 70, it is intended that equivalents such as 15 to 85, 22 to 68, 43 to 51, 30 to 32 are also expressly enumerated in this specification. For values less than 1, one unit is suitably considered to be 0.0001, 0.001, 0.01, 0.1. These are only examples of what is intended to be explicitly recited, and all possible combinations of numerical values between the lowest value and the highest value that are explicitly recited in the specification in a similar manner are to be considered.
Unless otherwise indicated, all ranges include the endpoints and all numbers between the endpoints. The use of "about" or "approximately" with a range applies to both endpoints of the range. Thus, "about 20 to about 30" is intended to cover "about 20 to about 30", including at least the endpoints specified.
All articles and references disclosed, including patent applications and publications, are hereby incorporated by reference for all purposes. The term "consisting essentially of …" describing a combination shall include the identified element, ingredient, component or step as well as other elements, ingredients, components or steps that do not materially affect the basic novel characteristics of the combination. The use of the terms "comprising" or "including" to describe combinations of elements, components, or steps herein also contemplates embodiments that consist essentially of such elements, components, or steps. By using the term "may" herein, it is intended to indicate that any of the described attributes that "may" include are optional.
A plurality of elements, components, parts or steps can be provided by a single integrated element, component, part or step. Alternatively, a single integrated element, component, part or step may be divided into separate plural elements, components, parts or steps. The disclosure of "a" or "an" to describe an element, ingredient, component or step is not intended to foreclose other elements, ingredients, components or steps.
It is to be understood that the above description is intended to be illustrative, and not restrictive. Many embodiments and many applications other than the examples provided will be apparent to those of skill in the art upon reading the above description. The scope of the present teachings should, therefore, be determined not with reference to the above description, but should instead be determined with reference to the appended claims, along with the full scope of equivalents to which such claims are entitled. The disclosures of all articles and references, including patent applications and publications, are hereby incorporated by reference for all purposes. The omission in the foregoing claims of any aspect of subject matter that is disclosed herein is not intended to forego such subject matter, nor should the inventors be construed as having contemplated such subject matter as being part of the disclosed subject matter.
Claims (10)
1. A combined construction method for combining a vacuum tube well with air pressure splitting for a deep soft soil foundation is characterized by comprising the following steps: and vacuumizing the sealed pipe well through a vacuum pump, so that negative pressure is formed in the pipe well to accelerate the underground water in the soft soil interlayer to move into the pipe well, meanwhile, gas pumped out by the vacuum pump is conveyed to a pressurizing assembly to form high-pressure air, and the pressurizing assembly injects the high-pressure air into the soft soil between the pipe wells to generate air pressure splitting in a soil body.
2. The combined construction method of the deep soft soil foundation vacuum pipe well combined with the air pressure splitting according to claim 1, wherein the pipe well comprises: the vacuum tube wells are uniformly distributed on the outermost side of the field according to tube well intervals, and the vacuum tube wells are uniformly distributed on the inner side of the field and surrounded by the vacuum tube wells; the pressure reducing pipe well is arranged in the pressure-bearing water-containing layer in depth and is used for extracting pressure-bearing water; the vacuum tube well is evacuated to a depth disposed within the submerged water-bearing formation for extracting the submergence.
3. The combined construction method of the deep soft soil foundation vacuum pipe well combined with the air pressure splitting as claimed in claim 2, comprising the following steps:
drilling a hole to form a well, namely drilling the hole in a site according to a certain pipe well interval by using a reverse circulation drilling process; the diameter of the drilled hole is more than 30cm larger than that of the pipe well, the drilling depth of the vacuum pipe well is 50-100 cm above the bottom surface of the submerged aquifer, and the drilling depth of the depressurization pipe well is 50-100 cm above the bottom surface of the confined aquifer;
placing a pipe well, namely placing the pipe well into a drilled hole by adopting a suspension method, and backfilling filter materials in pores on the outer wall of the pipe well and the inner wall of the drilled hole after the pipe well is fixed, wherein the filling height of the filter materials is consistent with the thickness of a water-bearing stratum; for the vacuum tube well, after plugging treatment is carried out on the aquifer by adopting cement paste, a submersible pump connected with a water pumping pipe is placed in the tube well, and the outer end of the water pumping pipe is communicated with a surface water collecting ditch; for the depressurization pipe well, a submersible pump connected with a water pumping pipe is placed in the pipe well after being plugged by clay, and the outer end of the water pumping pipe is communicated with a surface water collecting ditch;
a vacuum splitting process, wherein one end of an exhaust pipe is inserted into the vacuum pipe well for at least 0.5m through an exhaust hole in a sealing well cover of the pipe well, the other end of the exhaust pipe is connected to a vacuum pump, and an air outlet of the vacuum pump is communicated with a pressurizing assembly to compress air; the gas outlet end of the pressurizing assembly is communicated with a plurality of gas injection pipes inserted into the earth surface at different depths, and the gas injection pipes are arranged between the pipe wells and are provided with different depths;
a dewatering consolidation procedure, wherein a submersible pump, a vacuum pump and a pressurizing assembly are started; wherein, the pore water in the soft soil foundation moves and collects towards the tube well under the dual functions of the air pressure splitting outside the tube well and the vacuum pumping in the tube well, and is pumped out to the surface water collecting ditch by the submersible pump after being filtered by the filter material on the outer wall of the tube well;
and (4) a well sealing treatment procedure, namely after the precipitation consolidation reaches the required consolidation degree, finishing the precipitation work, and extracting the submersible pump to directly backfill the sand and soil of the precipitation well.
4. The combined construction method of the deep soft soil foundation vacuum tube well combined air pressure splitting according to claim 3, characterized in that the tube well spacing is determined according to the field area and the number of the tube wells; the gas injection pipes with the same depth in the same treatment area are uniformly distributed and are connected in parallel.
5. The combined construction method of the deep soft soil foundation vacuum tube well combined with the air pressure splitting according to claim 4, wherein the number of the tube wells is calculated by the following formula:
n＝λQ/q
in the formula: n-the number (mouth) of dewatering wells; q is site water inflow (m 3/d); q is the water yield of a single well (m 3/d); lambda-adjustment factor, taken as 1.1;
for a vacuum well:
in the formula: k-coefficient of permeability (m/d) of the phreatic zone; c, the thickness (m) of the bearing water-containing layer; sd-design precipitation depth (m); r-radius of influence (m),
r 0-equivalent Large well radius (m);
a-floor area (m 2); t-design precipitation time (days);
for a depressurization tube well:
in the formula: k-permeability coefficient of confined aquifer (m/d); m is the thickness (M) of the bearing water-containing layer.
6. The combined construction method of the deep soft soil foundation vacuum pipe well combined with the air pressure splitting according to claim 1, characterized in that the pipe well is a steel pipe with holes; the steel pipe is provided with a non-porous section and a porous section, the thickness of the porous section of the vacuum pipe well is consistent with that of a diving aquifer, and the thickness of the porous section of the depressurization pipe well is consistent with that of a bearing aquifer; the section with the holes is wrapped by a nylon filter screen with the mesh of 60.
7. The combined construction method of the deep soft soil foundation vacuum tube well combined with the air pressure splitting according to claim 1, characterized in that in the drilling process, the specific gravity of the wall protection slurry is controlled to be 1.10-1.15; after drilling to the designed depth, the hole is cleaned and the slurry is changed, and the specific gravity of the slurry is adjusted to about 1.05.
8. The combined construction method of the deep soft soil foundation vacuum pipe well combined with the air pressure splitting according to claim 1, further comprising the steps of:
the geological exploration process comprises the steps of exploring engineering and hydrogeological conditions of a treatment site, wherein the engineering and hydrogeological conditions comprise the permeability coefficient of a soil layer, the water conductivity coefficient, the influence radius, the depth of a diving layer and the depth of a confined aquifer;
a field flattening procedure, wherein the field presents a basin structure with two high sides and a low middle part; and when the water content of the soil body on the surface layer of the site is higher than a certain degree, backfilling a layer of mixed filling soil or hard clay with the thickness of 1-2 m.
9. The utility model provides a combination construction system of deep soft soil foundation vacuum tube well combination atmospheric pressure splitting, its characterized in that includes:
a plurality of depressurization tube wells and a plurality of vacuum tube wells; a plurality of vacuum tube wells are uniformly distributed and surrounded by a plurality of depressurization tube wells; the pressure reducing pipe well and the vacuum pipe well respectively comprise a perforated section and a non-perforated section positioned above the perforated section; the thickness of the perforated section of the vacuum pipe well is consistent with that of a diving aquifer, and the thickness of the perforated section of the depressurization pipe well is consistent with that of a bearing aquifer; a filter material is arranged in an annular space between the section with the hole and the inner wall of the drill hole, and the filling height of the filter material is consistent with the thickness of a water-bearing stratum; the vacuum tube well is provided with a cement plug above the aquifer; the pressure reducing pipe well is provided with a clay plug above a water-bearing stratum; the pressure reducing pipe well and the vacuum pipe well are respectively provided with a submersible pump communicated with a ground surface water collecting ditch;
vacuum splitting mechanism, comprising: the device comprises a vacuum pump, a pressurizing assembly and a plurality of gas injection pipes; the gas injection pipe is arranged between the pipe wells and is provided with different depths; an air inlet of the vacuum pump is communicated with an air exhaust pipe which penetrates through an air exhaust hole of the sealed well cover and is inserted into the vacuum pipe well for at least 0.5m, and an air outlet of the vacuum pump is communicated with a pressurizing assembly to compress air; wherein, the air outlet end of the pressurizing assembly is communicated with a plurality of air injection pipes inserted into the earth surface at different depths.
10. The combined construction system of the deep soft soil foundation vacuum pipe well combined with the air pressure splitting as claimed in claim 9, wherein the pipe well is a steel pipe with holes, the pressurizing assembly is a pressurizing tank, and the section with holes is wrapped by a nylon filter screen with 60 meshes; a plurality of vacuum tube wells are arrayed; each gas injection pipe is surrounded by at least four vacuum pipe wells; a plurality of depressurization pipe wells are arranged around the outside of the plurality of vacuum pipe wells; the distance between two adjacent depressurization pipe wells is larger than the distance between two adjacent vacuum pipe wells.
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| CA3165878A CA3165878A1 (en) | 2022-04-07 | 2022-06-29 | Combined construction method and system of vacuum pipe well combined with pneumatic fracturing in deep soft soil foundation |
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