CN114855760B - Combined construction method and system for combining vacuum tube well with pneumatic splitting of deep soft soil foundation - Google Patents
Combined construction method and system for combining vacuum tube well with pneumatic splitting of deep soft soil foundation Download PDFInfo
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- 239000002689 soil Substances 0.000 title claims abstract description 66
- 238000010276 construction Methods 0.000 title claims abstract description 37
- 238000000034 method Methods 0.000 claims abstract description 52
- 238000001556 precipitation Methods 0.000 claims abstract description 22
- 239000004927 clay Substances 0.000 claims abstract description 16
- 230000035699 permeability Effects 0.000 claims abstract description 15
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 60
- 238000002347 injection Methods 0.000 claims description 49
- 239000007924 injection Substances 0.000 claims description 49
- 238000005553 drilling Methods 0.000 claims description 29
- 239000010410 layer Substances 0.000 claims description 24
- 238000005086 pumping Methods 0.000 claims description 21
- 239000000463 material Substances 0.000 claims description 18
- 238000007596 consolidation process Methods 0.000 claims description 16
- 239000002002 slurry Substances 0.000 claims description 16
- 238000007789 sealing Methods 0.000 claims description 13
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000011148 porous material Substances 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 239000002352 surface water Substances 0.000 claims description 11
- 238000013461 design Methods 0.000 claims description 10
- 230000009189 diving Effects 0.000 claims description 10
- 238000000605 extraction Methods 0.000 claims description 10
- 230000005484 gravity Effects 0.000 claims description 8
- 239000011229 interlayer Substances 0.000 claims description 8
- 239000004576 sand Substances 0.000 claims description 8
- 239000004677 Nylon Substances 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 7
- 239000003673 groundwater Substances 0.000 claims description 7
- 229920001778 nylon Polymers 0.000 claims description 7
- 230000009977 dual effect Effects 0.000 claims description 4
- 239000002344 surface layer Substances 0.000 claims description 4
- 239000000725 suspension Substances 0.000 claims description 4
- 239000002349 well water Substances 0.000 claims description 4
- 235000020681 well water Nutrition 0.000 claims description 4
- 238000011835 investigation Methods 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 6
- 230000009286 beneficial effect Effects 0.000 abstract description 3
- 238000005516 engineering process Methods 0.000 description 4
- 239000000843 powder Substances 0.000 description 4
- 238000004062 sedimentation Methods 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 239000004615 ingredient Substances 0.000 description 2
- 230000001737 promoting effect Effects 0.000 description 2
- 206010061688 Barotrauma Diseases 0.000 description 1
- 230000002238 attenuated effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000003776 cleavage reaction Methods 0.000 description 1
- 238000004891 communication 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
- 238000001914 filtration Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000007017 scission Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
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- 239000010802 sludge Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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Classifications
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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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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a combined construction method of a vacuum tube well of a deep soft soil foundation and air pressure splitting and a system thereof. The method effectively solves the problems of poor treatment effect, low precipitation rate and the like of the traditional (vacuum) pipe well water-reducing method on the soft clay layer with low permeability, can be used for treating deep (> 20 m) soft soil foundations, and has the beneficial effects of reducing construction period, saving construction cost and improving foundation bearing capacity.
Description
Technical Field
The invention relates to a foundation treatment technology, in particular to a combined construction method and a system for combining a vacuum tube well of a deep soft soil foundation with pneumatic splitting, and belongs to the technical field of soft soil foundation treatment methods.
Background
Soft soil is widely distributed in coastal and river-along areas in China, and besides high water content, high compressibility, low shear strength and low permeability coefficient, the soil is usually buried deeply, and the engineering geological conditions of hydraulic connection between a bottom stratum and a surrounding water area are extremely complex. With the continuous increase of engineering construction projects of large-scale development of beach and seagoing land, foundation treatment of such deep soft soil also becomes a research difficulty and a hot spot in the engineering field.
The vacuum preloading method is one of the most commonly used treatment methods for soft clay and hydraulic fill sludge in coastal and coastal areas at present. However, the vacuum preloading method has a long treatment time, and the vacuum degree is gradually attenuated with the treatment depth, so that the treatment depth is limited. In addition, the vacuum preloading method tends to cause clogging of the fine soil around the PVD plate, making its handling less effective than expected.
Conventional pipe well water-lowering methods place a submersible pump at the bottom of the well, with water pumped through a pipe to a discharge point. The method is generally suitable for stratum with abundant underground aquifers and large soil permeability, is mostly used for foundation pit dewatering, and has a common treatment effect for soft clay layers with small permeability coefficients due to slow flowing of underground water.
The patent number ZL201510300457.9 is named as a construction method of a vacuum pipe well dewatering system, and mainly provides a set of construction method to solve the problems that the wellhead sealing construction process and the construction method are not perfect, the occupied area of vacuum pump equipment is large, the noise is large, and circulating water is easy to freeze during the operation intermittent period of a vacuum pump in winter construction. However, when the technology is used for the action of a deep soft soil foundation, the problem that the vacuum degree decays along with the depth of a pipe well, so that the negative pressure action is not obvious and the dewatering efficiency is not high still exists.
The patent number ZL201510560294.8, named "vacuum pipe well dewatering system" patent technology, mainly introduces a set of vacuum pipe well dewatering equipment, including header tank, centrifugal pump, vacuum pump, water collecting main pipe, etc. However, the technology does not specifically describe the process flow of vacuum tube well dewatering.
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 inside of the pipe well, simultaneously injects high-pressure air into soft soil among the pipe wells to generate air pressure splitting, expands a flow channel of underground water, and accelerates the flow of the underground water under the dual actions of vacuum negative pressure and air pressure splitting, thereby promoting precipitation consolidation. The method can be used for treating deep (> 20 m) soft soil foundations, and has the beneficial effects of reducing construction period, saving construction cost and effectively improving foundation bearing capacity.
In order to achieve the technical purpose, the invention adopts the following technical scheme:
a combined construction method for combining vacuum tube wells of deep soft soil foundations with pneumatic fracturing 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 groundwater in the soft soil interlayer to move into the pipe well, and simultaneously, conveying gas pumped by the vacuum pump to a pressurizing assembly to form high-pressure air, and injecting the high-pressure air into soft soil between the pipe wells by the pressurizing assembly to generate air pressure splitting in soil.
Preferably, the pipe well comprises: the plurality of depressurization pipe wells are uniformly distributed at the outermost side of the field according to the pipe well spacing, and the plurality of vacuum pipe wells are uniformly distributed at the inner side of the field and surrounded by the plurality of depressurization pipe wells; the pressure reducing pipe well is arranged in the pressure bearing water-containing layer in depth and is used for extracting the pressure bearing water; the vacuum tube well is subjected to an evacuation with a depth set within the submerged aquifer for drawing the dive.
Preferably, the method comprises the following steps:
drilling a well, namely drilling a hole in a field according to a certain pipe well interval by using a reverse circulation drilling process; the drilling diameter is more than 30cm than the diameter 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, fixing the pipe well, and backfilling filter materials in holes on the outer wall of the pipe well and the inner wall of the drilled hole, wherein the filling height of the filter materials is consistent with the thickness of an aquifer; for a vacuum pipe well, plugging the upper part of the water-bearing layer by adopting cement slurry, and then placing a submersible pump connected with a water pumping pipe in the pipe well, wherein 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 pumping pipe is put into the pipe well after clay is used for plugging, and the outer end of the pumping pipe is communicated with a surface water collecting ditch;
a vacuum splitting procedure, wherein one end of the air extraction pipe is inserted into the vacuum pipe well for at least 0.5m through an air extraction hole on a sealing well cover of the pipe well, the other end of the air extraction pipe is connected to the vacuum pump, and an air outlet of the vacuum pump is communicated with the pressurizing assembly to compress air; the air outlet end of the pressurizing assembly is communicated with a plurality of air injection pipes inserted into the ground surface at different depths, and the air injection pipes are arranged between pipe wells and are provided with different depths;
a precipitation consolidation process, namely starting a submersible pump, a vacuum pump and a pressurizing assembly; pore water in the soft soil foundation is moved and collected to the pipe well under the dual actions of air pressure splitting outside the pipe well and vacuumizing in the pipe well, filtered by a filter material on the outer wall of the pipe well, and pumped to an earth surface water collecting ditch by a submersible pump;
and (3) a well sealing treatment procedure, namely after precipitation consolidation reaches the required consolidation degree, stopping precipitation work, and providing a submersible pump to directly backfill sand into the tubular well.
Preferably, the pipe well spacing is determined according to the field area and the number of pipe wells; the gas injection pipes with the same depth are connected in parallel.
Preferably, the number of tube wells is calculated from the following formula:
wherein: n-number of wells (ports); q-field water inflow (m) 3 D); q-single well water yield (m) 3 D); lambda-adjustment coefficient, value according to 1.1;
for vacuum tube wells:
wherein: k-submerged aquifer permeability coefficient (m/d); c-diving aquifer thickness (m); sd-design precipitation depth (m); r-affects the radius (m),the method comprises the steps of carrying out a first treatment on the surface of the r 0-equivalent large well radius (m); />The method comprises the steps of carrying out a first treatment on the surface of the A-floor area (m) 2 ) The method comprises the steps of carrying out a first treatment on the surface of the t-design of precipitation time (days);
for a depressurization well:
wherein: k-confined aquifer permeability coefficient (m/d); m-confined aquifer thickness (M);
preferably, the pipe well is a perforated steel pipe; the steel pipe is provided with a hole-free section and a hole-containing section, the thickness of the hole-containing section of the vacuum pipe well is consistent with that of the submerged aquifer, and the thickness of the hole-containing section of the depressurization pipe well is consistent with that of the confined aquifer; the perforated section is wrapped by a nylon filter screen with a mesh of 60.
Preferably, during the drilling process, the specific gravity of the wall protection mud is controlled to be 1.10-1.15; after drilling to the designed depth, the slurry needs to be cleaned and replaced, and the specific gravity of the slurry is adjusted to be about 1.05.
Preferably, the method further comprises the steps of:
a geological investigation procedure, wherein engineering and hydrogeological conditions of a treatment site are surveyed, and the engineering and hydrogeological conditions comprise permeability coefficients, water guide coefficients, influence radii, depths of a diving aquifer and a confined aquifer of a soil layer;
leveling the field to enable the field to be in a basin structure with two sides high and two sides low; backfilling a layer of miscellaneous filling soil or hard clay with the thickness of 1-2 m when the water content of soil body on the surface layer of the field is higher than a certain degree.
A combined construction system combining vacuum tube well with pneumatic splitting for deep soft soil foundation comprises:
a plurality of depressurization tube wells and a plurality of vacuum tube wells; the vacuum tube wells are uniformly distributed and surrounded by the depressurization tube wells; the depressurization 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 the submerged aquifer, and the thickness of the perforated section of the depressurization pipe well is consistent with that of the confined aquifer; a filter material is arranged in the annulus between the perforated section and the inner wall of the drill hole, and the filling height of the filter material is consistent with the thickness of the aquifer; the vacuum pipe well is provided with a cement plug above the aquifer; the depressurization pipe well is provided with a clay plug above the aquifer; the depressurization pipe well and the vacuum pipe well are respectively provided with a submersible pump communicated with a surface water collecting ditch;
a vacuum cleaving mechanism comprising: a vacuum pump, a pressurizing assembly and a plurality of gas injection pipes; the gas injection pipes are arranged between the pipe wells and are 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 sealing well cover and is inserted into the vacuum pipe well by at least 0.5m, and an air outlet of the vacuum pump is communicated with the pressurizing assembly to compress air; the air outlet end of the pressurizing assembly is communicated with a plurality of air injection pipes inserted into different depths of the ground surface.
Preferably, the pipe well is a perforated steel pipe, the pressurizing assembly is a pressurizing tank, and the perforated section is wrapped by a nylon filter screen with mesh 60; the vacuum tube wells are arranged in an array manner; each gas injection pipe is surrounded by at least four vacuum pipe wells; the plurality of depressurization pipe wells are arranged outside the plurality of vacuum pipe wells in a surrounding mode; the distance between two adjacent depressurization pipe wells is larger than the distance between two adjacent vacuum pipe wells.
Advantageous effects
The combined construction method and the system for combining the vacuum tube well with the pneumatic splitting of the deep soft soil foundation have the following beneficial effects:
the first, the invention adopts the combined construction mode of the vacuum tube well and the air pressure splitting, the vacuum negative pressure in the tube well and the air pressure splitting outside the tube well are combined in an inside-outside mode, the movement of the underground water into the tube well can be accelerated, the dewatering consolidation efficiency is improved, and the construction period is saved.
Secondly, the vacuum effect and the air pressure splitting are based on one set of construction equipment, and share one set of air suction and air injection pipeline, and only one pressurizing tank is arranged behind the vacuum pump, so that equipment cost is saved, and the field use space is reduced.
Thirdly, the invention fully utilizes the effect of the gas in the soft body, expands the application range of the traditional (vacuum) pipe well dewatering method, and can be used for treating deep (> 20 m) soft soil foundations.
Specific embodiments of the invention are disclosed in detail below 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 limited in scope thereby.
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 invention or the technical solutions of the prior art, the drawings which are used in the description of the embodiments or the prior art will be briefly described, it being obvious that the drawings in the description below are only some embodiments of the invention, and that other drawings can be obtained from these drawings without inventive faculty for a person skilled in the art.
Fig. 1 is a combined construction structure diagram of a vacuum tube well combined with pneumatic fracturing of a deep soft soil foundation according to an embodiment of the present disclosure;
FIG. 2 is a plan view of the tubular well of FIG. 1;
fig. 3 is a simple schematic diagram of a combined construction method of combining vacuum tube well with pneumatic fracturing of a deep soft soil foundation according to an embodiment of the present disclosure.
The reference numerals in the figures illustrate: 1. a vacuum tube well; 2. submersible pump; 3. a depressurization pipe well; 4. a perforated Duan Gangguan; 5. a filter material; 6. clay blocking; 7. a non-porous section steel pipe; 8. plugging by cement; 9. a vacuum pump; 10. a water pumping pipe; 11. an exhaust pipe; 12. a pressurized tank; 13. an air injection pipe; 14. pneumatic cleavage point; 15. diving aquifers; 16. a confined aquifer; 17. sealing the well cover; 18. a surface; 19. and a water collecting ditch.
Description of the embodiments
In order to make the technical solution of the present invention better understood by those skilled in the art, the technical solution of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are only some embodiments of the present invention, not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, shall fall within the scope of the 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 also be present. The terms "vertical," "horizontal," "left," "right," and the like are used herein for illustrative purposes only and are not meant to be the only embodiment.
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. The term "and/or" as used herein includes any and all combinations of one or more of the associated listed items.
As shown in fig. 1, one embodiment of the present disclosure provides a combined construction system for deep soft soil foundation vacuum pipe well 1 in combination with air pressure fracturing, comprising: a plurality of depressurization pipe wells 3, a plurality of vacuum pipe wells 1 and a vacuum splitting mechanism.
Wherein a plurality of the vacuum tube wells 1 are uniformly distributed and surrounded by a plurality of the depressurization tube wells 3. The depressurization well 3 and the vacuum well 1 each include a perforated section (section indicated by numeral 4) and a non-perforated section (section indicated by numeral 7) located above the perforated section. The perforated section of the vacuum pipe well 1 is of the same thickness as the submerged aquifer 15 and the perforated section of the depressurization pipe well 3 is of the same thickness (approximately the same thickness) as the confined aquifer 16. And a filter material 5 is arranged in an annulus between the perforated section and the inner wall of the drill hole, and the filling height of the filter material 5 is consistent with the thickness of the aquifer. The vacuum tube well 1 is provided with a cement plug 8 above the aquifer. The depressurization pipe well 3 is provided with a clay plug 6 above the aquifer. The depressurization pipe well 3 and the vacuum pipe well 1 are respectively provided with a submersible pump 2 communicated with a surface water collecting channel 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 pressurization assembly is a pressurized tank 12, such as a sealed tank. The perforated section 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 of the vacuum pipe wells 1; a plurality of depressurization wells 3 are arranged around the outside of a plurality of the vacuum tube wells 1. The spacing between two adjacent depressurization tube wells 3 is greater than the spacing 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 pipe 13 is arranged between the pipe wells 1 and is provided with different depths. The air inlet of the vacuum pump 9 is communicated with an air extraction pipe 11 which is inserted into the vacuum pipe well 1 by at least 0.5m through an air extraction hole of the sealing well cover 17. The 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 which are inserted into different depths of the ground surface.
In other embodiments, an air compression pump (air compressor) may be used as the vacuum pump 9, and the gas in the tubing well is sucked and injected into the gas injection pipe 13 to realize the gas pressure splitting.
In a preferred embodiment, the vacuum pump 9 may be two or more pressurized tanks 12 in communication at the same time; three or more gas injection pipes 13 respectively communicating with two or more of the pressurized tanks 12. The pressure tank 12 is provided with a pressure sensor (air pressure sensor, also referred to as barometer) that detects the internal pressure thereof; the connecting pipe between the gas injection pipe 13 and the pressure tank 12 is configured to be able to control on/off between each gas injection pipe 13 and the pressure tank 12 individually. 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 pressurized tank 12 provides gas of different gas 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 on-off of the first air inlet pipeline and the on-off of the second air inlet pipeline are not interfered with each other, and air inlet control valves are respectively arranged.
Three or more gas injection pipes 13 are connected in parallel to each of the pressurized tanks 12, respectively. The gas injection pipes 13 are arranged between the drain plates at different intervals and are provided with different depths. The gas injection pipes 13 of each depth in the same treatment area are uniformly distributed, and the gas injection pipes 13 of the same depth are connected in parallel. The gas injection pipe 13 comprises a first gas injection pipe, a second gas injection pipe and a third gas injection pipe with different depths. Specifically, as shown in fig. 1, the length of each gas injection pipe 13 is different, and thus the required burying depth is also different. In this embodiment, one end of the three gas injection pipes 13 is buried below the ground surface 11 to a desired depth of 15m, 18m, 21m, respectively. It is worth noting that the burying depths of the first gas injection pipe, the second gas injection pipe and the third gas injection pipe can be adjusted according to the foundation treatment design depth.
The control module has automatic mode and manual mode, and under manual mode, operating personnel can also manual operation open vacuum pump 9, opens each valve, and whether inspection gas injection pipe 13 is said and is run through, and whether confirm the pipeline is run through according to the pressure that pressure sensor detected, if take place to silt up can promote the gas injection pressure to maximum pressure and dredge the processing. When the pipeline is determined to be communicated, the control module can be switched to an automatic mode to perform valve control, so that the pressure storage of the pressurized tank 12 and the opening and closing control of the valves of all pipelines are realized, the air pressure splitting and air injection control of the air injection pipe 13 is realized, and the automatic control of the air pressure splitting is further realized.
In still another embodiment of the present invention, a combined construction method of the deep soft soil foundation vacuum tube well 1 and the air pressure splitting is provided, wherein the combined construction method of the deep soft soil foundation vacuum tube well 1 and the air pressure splitting can be, but not limited to, the combined construction system of the deep soft soil foundation vacuum tube well 1 and the air pressure splitting.
In this embodiment, the method includes: and vacuumizing the sealed pipe well through the vacuum pump 9, so that negative pressure is formed in the pipe well to accelerate groundwater in the soft soil interlayer to move into the pipe well, and meanwhile, the gas pumped 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.
The tubing well comprises: the vacuum pipe wells 1 are uniformly distributed on the inner side of the field and surrounded by the plurality of depressurization pipe 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 subjected to an evacuation, the depth of which is set in the submerged aquifer 15 for drawing the dive.
The pipe wells (the depressurization pipe well 3 and the vacuum pipe well 1) are steel pipes 7 with holes; the steel pipe 7 is provided with a hole-free section and a hole-free section, the thickness of the hole-free section of the vacuum pipe well 1 is consistent with that of the submerged aquifer 15, and the thickness of the hole-free section of the depressurization pipe well 3 is consistent with that of the confined aquifer 16; the perforated section 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 survey process for surveying engineering and hydrogeological conditions of the treatment site, including permeability coefficient of soil layer, water conductivity coefficient, influence radius, depth of the submerged aquifer and confined aquifer 16;
leveling the field to enable the field to be in a basin structure with two sides high and two sides low; backfilling a layer of miscellaneous filling soil or hard clay with the thickness of 1-2 m when the water content of soil body on the surface layer of the field is higher than a certain degree;
drilling a well, namely drilling a hole in a field according to a certain pipe well interval by using a reverse circulation drilling process; the drilling diameter is more than 30cm greater than the diameter of the pipe well, the drilling depth of the vacuum pipe well 1 is more than 50-100 cm greater than the bottom surface of the diving aquifer 15, and the drilling depth of the depressurization pipe well 3 is more than 50-100 cm greater than the bottom surface of the confined aquifer 16; in the drilling process, the specific gravity of the wall protection mud is controlled to be 1.10-1.15; after drilling to the designed depth, the slurry needs to be cleaned and replaced, and the specific gravity of the slurry is adjusted to be about 1.05.
Placing a pipe well, namely placing the pipe well into a drilled hole by adopting a suspension method, fixing the pipe well, and backfilling filter materials 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 materials 5 is consistent with the thickness of an aquifer; for the vacuum pipe well 1, a submersible pump 2 connected with a water pumping pipe 10 is put into the pipe well after the water-bearing layer is plugged by cement slurry, and the outer end of the water pumping pipe 10 is communicated with a surface water collecting channel 19; for the depressurization pipe well 3, a submersible pump 2 connected with a water pumping pipe 10 is put into the pipe well after clay plugging 6 is adopted, and the outer end of the water pumping pipe 10 is communicated with a surface water collecting channel 19;
a vacuum splitting procedure, wherein one end of an exhaust pipe 11 is inserted into the vacuum pipe well 1 by 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; the air outlet end of the pressurizing assembly is communicated with a plurality of air injection pipes 13 inserted into the ground at different depths, and the air injection pipes 13 are arranged between pipe wells and are provided with different depths.
A precipitation consolidation process, namely starting the submersible pump 2, the vacuum pump 9 and the pressurizing assembly; pore water in the soft soil foundation moves and gathers towards the pipe well under the double effects of air pressure splitting outside the pipe well and vacuumizing in the pipe well, and is pumped to an earth surface water collecting ditch 19 by the submersible pump 2 after being filtered by the filter material 5 on the outer wall of the pipe well;
and (3) a well sealing treatment procedure, namely after precipitation consolidation reaches the required consolidation degree, stopping precipitation work, and providing a submersible pump to directly backfill sand into the tubular well.
In the vacuum splitting procedure, the pipe well spacing can be determined according to the field area and the number of the pipe wells; the gas injection pipes 13 with the same depth are connected in parallel, and the gas injection pipes 13 with the same depth are uniformly distributed in the same treatment area. The number of the tube wells is calculated by the following formula:
wherein: n-number of wells (ports); q-field water inflow (m) 3 D); q-single well water yield (m) 3 D); lambda-adjustment coefficient, value according to 1.1;
for vacuum tube wells:
wherein: k-submerged aquifer permeability coefficient (m/d); c-diving aquifer thickness (m); sd-design precipitation depth (m); r-affects the radius (m),the method comprises the steps of carrying out a first treatment on the surface of the r 0-equivalent large well radius (m); />The method comprises the steps of carrying out a first treatment on the surface of the A-floor area (m) 2 ) The method comprises the steps of carrying out a first treatment on the surface of the t-design precipitation time (days).
For depressurization tubing well 3:
wherein: k-permeability coefficient (m/d) of confined aquifer 16; m-the thickness (M) of confined aquifer 16.
The invention will be described in detail in connection with a particular embodiment for a better understanding of the invention.
Referring to fig. 1 and 2, a construction site is located at the side of the Yangtze river, belongs to the edge of the Yangtze river, the flood beach and the terrace, soft soil is widely distributed, the depth is 20-40 m, the local area exceeds 40m, the bearing capacity is low, the deformation is large, the sedimentation duration is long, and in order to reduce post-construction sedimentation, the deep soft soil needs to be treated to accelerate consolidation sedimentation. In addition, the engineering construction period is relatively tight, the time consumption is relatively long by adopting a conventional vacuum preloading method, and the deep soft soil treatment effect is effective.
The overall topography of the project site is relatively flat, and the ground elevation is between 3.62 and 8.26 m. According to engineering geological survey data, more silt powder soil interlayers are clamped in soft soil at the upper part of the field, the interlayer is in a shape of a kilolayer cake, the horizontal lamellar layer is obvious, and the interlayers become channels for the horizontal movement of groundwater, so that the groundwater level is reduced, and the pore water pressure is reduced. However, because the interlayer thickness is small, groundwater has certain viscosity during the period, and flows slowly under the action of dead weight, the underground water in the interlayer can be accelerated to move to the pipe well by vacuumizing in the pipe well to form negative pressure in the pipe well, and meanwhile, air pressure splitting is generated by injecting high-pressure air into soil bodies between the pipe wells, so that a flow channel of pore water pressure is enlarged, and the flow of pore water into the pipe well is accelerated, thereby promoting precipitation consolidation of soft soil, improving work efficiency and saving construction period.
The ground water types in the field are mainly pore diving and micro-pressurized water which are endowed in a fourth series of loose layers. The diving aquifer comprises (3) -1 layers of fine sand powder clay which is distributed in a field area in (2) -1 and (2) -2 silt soft soil layers, wherein the fine sand powder clay has micro-bearing property, and the underlying bedrock contains fissure water.
The combined construction method of combining the vacuum tube well of the deep soft soil foundation with the pneumatic fracturing is adopted for carrying out foundation treatment, and mainly comprises the following steps:
step one: engineering and hydrogeological conditions of the treatment sites are surveyed, including permeability coefficient of soil layer, water conductivity coefficient, influence radius, depth of the submerged aquifer 15 and confined aquifer 16, etc.
The underground water type in the field is mainly pore diving and micro-pressure water in a fourth series of loose layers through geological investigation. The diving aquifer 15 comprises (3) -1 layers of fine sand powder clay which are distributed in a field area in (2) -1 and (2) -2 silt soft soil layers and have micro-bearing property, and belongs to a bearing aquifer 16. The permeability coefficient, the water conductivity coefficient, the influence radius and other hydraulic parameters of each soil layer are determined through a simple water pumping test and are shown in table 1.
TABLE 1 Hydraulic parameters of aquifers
Step two: leveling the field. The field is made to be a pot shape with slightly higher sides and slightly lower middle. Because the water content of the soil body of the field surface layer is higher, backfilling a layer of miscellaneous fill with the thickness of 1.5m so as to ensure normal construction and pumping sealing.
Step three: drilling and forming a well. Drilling holes in a field according to a certain pipe well spacing by using a reverse circulation drilling process, wherein a vacuum pipe well 1 adopts a steel pipe 7 with the pipe diameter of 273mm and the wall thickness of 3mm, the hole forming diameter is about 450mm, and the well depth is about 23m; the filter tube is wrapped with a single-layer 60-mesh nylon filter screen 4; the depressurization pipe well 3 adopts a steel pipe 7 with the pipe diameter of 273mm and the wall thickness of 3mm, the pore-forming diameter is about 450mm, and the well depth is 27m; the filter tube is a bridge type filter tube and is covered with a 60-mesh nylon filter screen 4.
The tubing well spacing is determined based on the field area and the number of tubing wells. The number of pipe wells can be calculated by the following formula:
wherein:n-number of tube wells (ports);Q-site water inflow (m) 3 /d）；q-single well water yield (m) 3 /d）；λ-adjusting the coefficients, taking the value 1.1.
For a submerged well:
wherein:K-submerged aquifer permeability coefficient (m/d);C-diving aquifer thickness (m);S d -designing a precipitation depth (m);R-influencing the radius (m),；r 0 -equivalent large well radius (m); />；A-floor area (m) 2 ）；tDesign of precipitation time (days).
For a depressurization well:
wherein:k-confined aquifer infiltrationTransmission coefficient (m/d);M-confined aquifer thickness (m);
the calculation results are shown in Table 2.
Table 2 plan layout calculation for tubular wells
Based on the above calculation results, the field plane design is considered at the same time. As shown in fig. 3, vacuum tube wells 36 are arranged in the field and are arranged in a regular quadrilateral shape, and the interval is 14m; the pressure reducing pipe wells 12 are arranged at the outermost periphery of the field, and the spacing is 28m.
Step four: and (5) cleaning holes and changing slurry. Because the water-bearing layer particles of the soft soil stratum are finer, the specific gravity of the wall-protecting slurry is controlled to be 1.10-1.15 in the drilling process, and the stratum is adopted to naturally produce slurry as much as possible in order to prevent the slurry from influencing the water yield of a pipe well. After drilling to the designed depth, the slurry needs to be cleaned and changed, and the specific gravity of the slurry is adjusted to be about 1.05.
Step five: and placing a pipe well. Slowly placing the pipe well into a drilled hole by adopting a suspension method, after fixing the pipe well, backfilling filter materials in pores of the outer wall of the pipe well and the inner wall of the drilled hole, backfilling the pipe well with medium coarse sand filter materials 5, and treating the vacuum pipe well 1 above an aquifer by adopting cement plugging 8; for the buck tube well 3, a clay plug 6 may be used due to the large plugging area. Then, a submersible pump is placed in the pipe well and connected with a pumping pipe, and the other end of the pumping pipe is directly placed at the water collecting ditch.
Step seven: a vacuum-air pressure cleaving system (vacuum cleaving process) is connected. One end of the air extraction pipe 11 is inserted into the pipe well by about 1m through an air extraction hole on the sealing well cover 17, and the other end is connected to the vacuum pump 9. An air injection pipe 13 is connected to the air outlet of the vacuum pump 9 and connected to the pressurizing tank 12 to compress air, and then the other end of the air injection pipe is inserted into an air pressure splitting point 14 with different depths on the ground surface. The gas injection pipe is arranged between the pipe wells and provided with different depths (15 m, 18m and 21 m); the deep gas injection pipes in the same treatment area are uniformly distributed, and the deep gas injection pipes in the same depth are connected in parallel.
Step eight: and (5) precipitation consolidation. The submerged pump 2, the vacuum pump 9 and the pressurizing tank 12 are started, a control panel on the pressurizing tank is regulated, the air injection pressure is set to be 1.0MPa, pore water in the soft soil foundation moves and gathers towards the pipe well under the dual effects of pipe well external air pressure splitting and pipe well internal vacuumizing, after filtering materials on the outer wall of the pipe well, the filtered materials are pumped to the water collecting ditch 19 of the ground surface 18 by the submerged pump 2, the pore water pressure of the soft soil foundation is reduced, the effective stress is increased, and thus precipitation consolidation is realized.
Step nine: and (5) well sealing treatment. After 60d of pumping water, the consolidation degree of soft soil in the field reaches over 94 percent, the design requirement is met, the dewatering work is finished, the submerged pump 2 is put forward, and the sand backfilling is directly carried out on the pipe well.
Any numerical value recited herein includes all values of the lower and upper values that are incremented by one unit from the lower value to the upper value, as long as 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 components or the value of a process variable (e.g., temperature, pressure, time, etc.) is from 1 to 90, preferably from 20 to 80, more preferably from 30 to 70, then the purpose is to explicitly list such values as 15 to 85, 22 to 68, 43 to 51, 30 to 32, etc. in this specification as well. For values less than 1, one unit is suitably considered to be 0.0001, 0.001, 0.01, 0.1. These are merely examples that are intended to be explicitly recited in this description, and all possible combinations of values recited between the lowest value and the highest value are believed to be explicitly stated in the description in a similar manner.
Unless otherwise indicated, all ranges include endpoints and all numbers between endpoints. "about" or "approximately" as used with a range is applicable to both endpoints of the range. Thus, "about 20 to 30" is intended to cover "about 20 to about 30," including at least the indicated endpoints.
All articles and references, including patent applications and publications, disclosed herein are 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 substantially affect the essential novel features of the combination. The use of the terms "comprises" or "comprising" to describe combinations of elements, components, or steps herein also contemplates embodiments consisting essentially of such elements, components, or steps. By using the term "may" herein, it is intended that any attribute described as "may" be included is optional.
Multiple 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, component, section or step is not intended to exclude other elements, components, sections 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 instead should 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 incorporated herein by reference for the purpose of completeness. The omission of any aspect of the subject matter disclosed herein in the preceding claims is not intended to forego such subject matter, nor should the inventors regard such subject matter as not be considered to be part of the disclosed subject matter.
Claims (4)
1. The combined construction method for combining the vacuum tube well with the pneumatic fracturing of the deep soft soil foundation is characterized by comprising the following steps of: vacuumizing the sealed pipe well through a vacuum pump to form negative pressure in the pipe well so as to accelerate groundwater in the soft soil interlayer to move into the pipe well, and simultaneously, conveying gas pumped by the vacuum pump to a pressurizing assembly to form high-pressure air, and injecting the high-pressure air into soft soil between the pipe wells by the pressurizing assembly so as to generate air pressure splitting in soil;
the tubing well comprises: the plurality of depressurization pipe wells are uniformly distributed at the outermost side of the field according to the pipe well spacing, and the plurality of vacuum pipe wells are uniformly distributed at the inner side of the field and surrounded by the plurality of depressurization pipe wells; the pressure reducing pipe well is arranged in the pressure bearing water-containing layer in depth and is used for extracting the pressure bearing water; the vacuum tube well is applied with vacuum pumping, and the depth of the vacuum tube well is arranged in the diving water-containing layer and is used for pumping diving;
the method also comprises the following steps:
drilling a well, namely drilling a hole in a field according to a certain pipe well interval by using a reverse circulation drilling process; the drilling diameter is more than 30cm than the diameter 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; determining pipe well spacing according to the field area and the number of the pipe wells;
placing a pipe well, namely placing the pipe well into a drilled hole by adopting a suspension method, fixing the pipe well, and backfilling filter materials in holes on the outer wall of the pipe well and the inner wall of the drilled hole, wherein the filling height of the filter materials is consistent with the thickness of an aquifer; for a vacuum pipe well, plugging the upper part of the water-bearing layer by adopting cement slurry, and then placing a submersible pump connected with a water pumping pipe in the pipe well, wherein 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 pumping pipe is put into the pipe well after clay is used for plugging, and the outer end of the pumping pipe is communicated with a surface water collecting ditch;
a vacuum splitting procedure, wherein one end of the air extraction pipe is inserted into the vacuum pipe well for at least 0.5m through an air extraction hole on a sealing well cover of the pipe well, the other end of the air extraction pipe is connected to the vacuum pump, and an air outlet of the vacuum pump is communicated with the pressurizing assembly to compress air; the air outlet end of the pressurizing assembly is communicated with a plurality of air injection pipes inserted into the ground surface at different depths, and the air injection pipes are arranged between pipe wells and are provided with different depths; the deep gas injection pipes in the same treatment area are uniformly distributed, and the gas injection pipes with the same depth are connected in parallel;
a precipitation consolidation process, namely starting a submersible pump, a vacuum pump and a pressurizing assembly; pore water in the soft soil foundation is moved and collected to the pipe well under the dual actions of air pressure splitting outside the pipe well and vacuumizing in the pipe well, filtered by a filter material on the outer wall of the pipe well, and pumped to an earth surface water collecting ditch by a submersible pump;
a well sealing treatment procedure, namely after precipitation consolidation reaches a required consolidation degree, stopping precipitation work, and providing a submersible pump to directly backfill sand on a tubular well;
the number of the tube wells is calculated by the following formula:
wherein: n-number of wells (ports); q-field water inflow (m) 3 D); q-single well water yield (m) 3 D); lambda-adjustment coefficient, value according to 1.1;
for vacuum tube wells:
wherein: k-submerged aquifer permeability coefficient (m/d); c-diving aquifer thickness (m); sd-design precipitation depth (m); r-influence radius (m),. About.>The method comprises the steps of carrying out a first treatment on the surface of the r 0-equivalent large well radius (m);the method comprises the steps of carrying out a first treatment on the surface of the A-floor area (m) 2 ) The method comprises the steps of carrying out a first treatment on the surface of the t-design of precipitation time (days);
for a depressurization well:
wherein: k-confined aquifer permeability coefficient (m/d); m-confined aquifer thickness (M).
2. The combined construction method of the deep soft soil foundation vacuum tube well combined with air pressure splitting as claimed in claim 1, wherein the tube well is a perforated steel tube; the steel pipe is provided with a hole-free section and a hole-containing section, the thickness of the hole-containing section of the vacuum pipe well is consistent with that of the submerged aquifer, and the thickness of the hole-containing section of the depressurization pipe well is consistent with that of the confined aquifer; the perforated section is wrapped by a nylon filter screen with a mesh of 60.
3. The combined construction method of the deep soft soil foundation vacuum tube well combined with the pneumatic fracturing according to claim 1, wherein the specific gravity of the wall protection slurry is controlled to be 1.10-1.15 in the drilling process; after drilling to the designed depth, cleaning the holes and changing slurry, and adjusting the specific gravity of the slurry to 1.05.
4. The combined construction method of the deep soft soil foundation vacuum tube well combined with the pneumatic fracturing according to claim 1, further comprising the steps of:
a geological investigation procedure, wherein engineering and hydrogeological conditions of a treatment site are surveyed, and the engineering and hydrogeological conditions comprise permeability coefficients, water guide coefficients, influence radii, depths of a diving aquifer and a confined aquifer of a soil layer;
leveling the field to enable the field to be in a basin structure with two sides high and two sides low; backfilling a layer of miscellaneous filling soil or hard clay with the thickness of 1-2 m when the water content of soil body on the surface layer of the field is higher than a certain degree.
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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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