CN110952533A - Underwater anti-slip bored pile foundation and construction method thereof - Google Patents
Underwater anti-slip bored pile foundation and construction method thereof Download PDFInfo
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- CN110952533A CN110952533A CN201911175609.1A CN201911175609A CN110952533A CN 110952533 A CN110952533 A CN 110952533A CN 201911175609 A CN201911175609 A CN 201911175609A CN 110952533 A CN110952533 A CN 110952533A
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- 238000010276 construction Methods 0.000 title claims abstract description 30
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 274
- 239000010959 steel Substances 0.000 claims abstract description 274
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 207
- 239000002689 soil Substances 0.000 claims abstract description 170
- 239000011148 porous material Substances 0.000 claims abstract description 103
- 238000009434 installation Methods 0.000 claims abstract description 36
- 238000000034 method Methods 0.000 claims abstract description 31
- 230000008569 process Effects 0.000 claims abstract description 27
- 230000002829 reductive effect Effects 0.000 claims abstract description 20
- 238000002347 injection Methods 0.000 claims abstract description 19
- 239000007924 injection Substances 0.000 claims abstract description 19
- 230000002093 peripheral effect Effects 0.000 claims abstract description 13
- 238000010008 shearing Methods 0.000 claims abstract description 11
- 230000002787 reinforcement Effects 0.000 claims description 18
- 238000005553 drilling Methods 0.000 claims description 13
- 239000004746 geotextile Substances 0.000 claims description 12
- 238000011065 in-situ storage Methods 0.000 claims description 12
- 239000000523 sample Substances 0.000 claims description 10
- 230000007774 longterm Effects 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 9
- 238000007599 discharging Methods 0.000 claims description 7
- 230000001681 protective effect Effects 0.000 claims description 7
- 239000002245 particle Substances 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 238000004891 communication Methods 0.000 claims description 3
- 238000005516 engineering process Methods 0.000 claims description 3
- 230000003116 impacting effect Effects 0.000 claims description 3
- 238000011900 installation process Methods 0.000 claims description 3
- 238000012544 monitoring process Methods 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 2
- 230000035939 shock Effects 0.000 claims description 2
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 17
- 235000017491 Bambusa tulda Nutrition 0.000 description 17
- 241001330002 Bambuseae Species 0.000 description 17
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 17
- 239000011425 bamboo Substances 0.000 description 17
- 238000005260 corrosion Methods 0.000 description 4
- 230000008859 change Effects 0.000 description 2
- 230000007797 corrosion Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000013505 freshwater Substances 0.000 description 2
- 238000005086 pumping Methods 0.000 description 2
- 230000001105 regulatory effect Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 239000013535 sea water Substances 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000000670 limiting 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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/40—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds in open water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
- E02D5/68—Mould-pipes or other moulds for making bulkheads or elements thereof
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Abstract
The invention discloses an underwater anti-sliding bored pile foundation and a construction method thereof, wherein the underwater anti-sliding bored pile foundation is used in river alluvial plains, river sea entrances and underwater soft soil slopes on continental shelves and is formed by sequentially and hermetically connecting at least one section of novel steel casing and at least one section of common steel casing from bottom to top; the novel steel casing comprises an inner cylinder, an outer cylinder and an automatic pore pressure adjusting system, wherein through holes are uniformly distributed in the circumferential direction on the cylinder wall of the outer cylinder, and all the through holes are positioned in an underwater soft soil layer; the invention can automatically adjust the pore water pressure in the peripheral soil body in the foundation construction stage and the operation stage of the underwater anti-sliding bored pile, when the steel casing is difficult to inject in the construction process, water is injected into the cavity of the novel steel casing under pressure to soften the peripheral soil body, the injection resistance of the steel casing is reduced, the installation efficiency is improved, and when the hyperstatic pore water pressure exceeds the pore water pressure early warning value which can cause shearing damage of the soil body in the operation process, the alarm gives an alarm and starts the water pump to pump water.
Description
Technical Field
The invention relates to the technical field of underwater drilling cast-in-place pile foundations, in particular to an underwater anti-slip drilling cast-in-place pile foundation and a construction method thereof.
Background
With the rapid advance of the urbanization process in China, a large number of engineering projects such as river/river-crossing bridges, sea-crossing bridges, river/river roads, sea roads, a series of overwater (river/river or sea) landscape platforms and the like emerge, and various pile foundations (particularly underwater drilling cast-in-place pile foundations) play an important role in the smooth construction and normal operation of the projects.
In the river alluvial plain, at the river estuary and on the continental shelf, soft soil which has high porosity, low shear strength, high sensitivity and is easy to be disturbed is widely distributed, and an underwater soft soil slope is formed in the region extending from land to river and ocean. When a building or a structure is built in the underwater soft soil slope, on one hand, the construction safety of the underwater bored pile foundation under construction load, astronomical tide and other extreme weather conditions in the building process needs to be considered, and on the other hand, the influence of factors such as wave load, upper structure working load, earthquake, storm surge and the like on the stability of the underwater bored pile foundation in the long-term operation process needs to be considered. In fact, under the action of construction load, wave load, structure vibration and upper working load thereof, storm surge, earthquake and other natural disasters, the microstructure of a soil body is damaged and the strength of the soil body is softened after underwater soft soil is disturbed, hyperstatic pore water pressure is gradually formed in a soft soil layer around the underwater bored pile foundation, and according to the principle of effective stress, along with the increase of the pore water pressure in the soft soil layer, the effective stress is reduced, so that the shear strength of the soil body is reduced, and therefore, the underwater soft soil slope landslide can be caused, the underwater bored pile foundation is further induced to slide or break, even the integral overturn damage of the underwater bored pile foundation and the upper structure thereof is caused, and the casualties and huge property loss can be caused.
Therefore, in order to prevent and manage landslide hazards of the soft soil slope around the underwater bored pile foundation and ensure the safety of the bored pile foundation in the underwater soft soil slope during construction and in a long-term operation stage, an underwater anti-skid bored pile foundation which is simple and convenient to construct and is comprehensive and effective and a construction method thereof are urgently needed.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides an underwater anti-sliding bored concrete pile foundation and a construction method thereof, which are used in river alluvial plains, river estuary and underwater soft soil slopes on continental shelves.
The technical scheme adopted by the invention for solving the technical problems is as follows: an underwater anti-slip bored pile foundation is formed by sequentially and hermetically connecting at least one section of novel steel casing and at least one section of common steel casing from bottom to top; arranging reinforcement cages in the novel steel casing and the common steel casing and pouring concrete; the common steel casing, the reinforcement cage and the concrete form a main body of the cast-in-situ bored pile;
the novel steel protective cylinder comprises an inner cylinder, an outer cylinder, a cavity between the inner cylinder and the outer cylinder and an automatic pore pressure adjusting system; the outer barrel comprises an outer barrel main body, a through hole and a blade foot; the through holes are uniformly distributed on the wall of the outer barrel in a circumferential direction; the blade foot is arranged in a cavity between the inner barrel and the outer barrel and the lower port of the outer barrel and is integrally and annularly arranged in an inclined manner; a drainage plate and geotextile are sequentially arranged in a cavity between the inner barrel and the outer barrel from inside to outside; the inner cylinders of two adjacent sections of novel steel casing cylinders are hermetically connected; all the through holes are positioned in the underwater soft soil layer;
the automatic pore pressure regulating system comprises a pore water pressure sensor, a sensor interface, a drainage pipe interface panel, a collecting instrument, an alarm and a water pump; the pore water pressure sensor consists of a pore water pressure sensor probe, a sensor lead and a sensor channel; the pore water pressure sensor probe is fixed on a row of vertically arranged through holes at the wave-facing surface and is connected with the sensor lead; the sensor interface and the drain pipe interface panel consist of a sensor interface and a drain pipe interface and are hermetically arranged at the top of the outer barrel; the sensor lead is led out through a sensor channel arranged on the inner wall of the outer barrel and is connected with a sensor interface; the water outlet pipe connector is hydraulically communicated with a cavity between the inner cylinder and the outer cylinder and is connected with the water pump through a water outlet pipe; the sensor interface is connected with the acquisition instrument through a lead; the lead and the drain pipe are arranged on the outer walls of the novel steel casing and the common steel casing;
the pore water pressure monitoring system comprises a collecting instrument, an alarm and a water pump, wherein the collecting instrument, the alarm and the water pump are sequentially connected, the collecting instrument can automatically read and store pore water pressure data through a pore water pressure sensor, and the alarm can read, early warn and process the pore water pressure data collected by the collecting instrument; when the hyperstatic pore water pressure in the soft soil layer around the underwater anti-skid bored pile foundation collected by the collector exceeds the pore water pressure early warning value which can cause shearing damage of the soil body, an alarm communicated with the collector gives an alarm and automatically starts a water pump to pump water, so that the pore water pressure in the soft soil around the underwater anti-skid bored pile foundation is timely reduced, and the risks of landslide of the underwater soft soil slope and damage of the underwater anti-skid bored pile foundation are eliminated; when the novel steel protects a section of thick bamboo and penetrates soft soil layer under water difficulty, pressurize the water injection to the cavity between inner tube and urceolus through the corresponding drain pipe interface of novel steel protects a section of thick bamboo urceolus, increase the pore water pressure in the peripheral soil body of novel steel protects a section of thick bamboo, soften peripheral weak soil but unlikely messenger's soil body shear failure, reduce steel and protect a section of thick bamboo injection resistance.
Further, the inner cylinder and the outer cylinder are steel cylinders;
the outer cylinder is arranged in an underwater soft soil area determined according to geological exploration data;
the through holes on the outer barrel can be distributed uniformly in a longitudinal and transverse manner or uniformly distributed in a longitudinal and transverse manner in a staggered manner;
the outer cylinder and the inner cylinder are rigidly connected in a welding or split bolt mode, and the connection mode does not damage the sealing property of the side wall of the inner cylinder;
a transverse or longitudinal stiffening rib is arranged in a cavity between the inner cylinder and the outer cylinder and used for reinforcing the connection between the outer cylinder and the inner cylinder, the stiffening rib should avoid a through hole arranged on the wall of the outer cylinder and should not influence the hydraulic communication in the cavity between the inner cylinder and the outer cylinder;
the blade foot can be tightly connected with the inner cylinder and the outer cylinder through the horizontal annular steel plate, and the dead weight of the novel steel casing is increased and the strength, the rigidity and the stability of the novel steel casing are improved simultaneously by injecting slurry into a cavity formed by the blade foot and the horizontal annular steel plate;
the drainage plate is tightly attached to the geotextile and fills a cavity between the inner cylinder and the outer cylinder; the drift diameter of the geotextile is smaller than the diameter of the soil particles of the underwater soft soil layer.
Furthermore, the pore water pressure sensors are longitudinally distributed in a row of through holes to form an installation group, and usually, one installation group is needed to be installed in the row of through holes on the wave-facing surface of the outer cylinder; when the diameter of the foundation of the underwater anti-sliding bored concrete pile is larger, the number of the installation groups of pore water pressure sensors on the wave-facing surface of the foundation of the underwater anti-sliding bored concrete pile is properly increased; the test surface (permeable stone) of the pore water pressure sensor probe is tangent with the outer side wall of the outer cylinder and faces to the underwater soft soil layer soil body.
Furthermore, the sensor interface and the drain pipe interface adopt a mechanical seal interface technology to ensure that the sensor interface and the drain pipe interface are completely sealed at the sensor interface and the drain pipe interface panel and isolated from water and gas in the external environment; the reserved length of the lead and the drain pipe is determined according to the embedding depth of the steel casing and the positions of the acquisition instrument and the water pump.
Furthermore, the joint of the adjacent novel steel casing, the joint of the novel steel casing and the common steel casing and the joint of the adjacent common steel casing are hermetically connected, the sealing connection mode is generally welding, and the joints can be reinforced by annular steel plates according to requirements, so that the strength and the rigidity of the joint of the steel casings are improved, and the condition that no slurry is leaked after concrete pouring is ensured;
the novel steel casing and the common steel casing are used as important components of an underwater anti-slip bored pile foundation, and are not required to be dismantled after pile forming, and effective anti-corrosion measures are required to be made due to the fact that the novel steel casing and the common steel casing are in a fresh water or seawater corrosion environment for a long time.
A construction method of an underwater anti-sliding bored pile foundation comprises the following steps:
(1) integrally hoisting the novel steel casing assembled in a factory to a sea area needing to be installed by a barge, connecting a sensor interface with a lead, connecting a drain pipe interface with a drain pipe, and respectively connecting the lead and the drain pipe with a collection instrument and a water pump; after accurate lofting and positioning, slowly lowering the first section of novel steel casing to an underwater area determined by lofting by using a crane; the novel steel pile casing is injected into the underwater soft soil slope through impact vibration or hammering by the steel pile casing installation guide positioning frame; in the sinking process, the novel steel casing always keeps vertically downward;
(2) stopping the injection when the distance between the top of the first section of novel steel casing and the water surface is 0.5-1 m, slowly lowering the second section of novel steel casing to the top of the first section of novel steel casing by using a crane, hermetically connecting the inner cylinders of the two sections of novel steel casings by welding, connecting a sensor interface with a lead, connecting a drainage pipe interface with a drainage pipe, and respectively connecting the lead and the drainage pipe with an acquisition instrument and a water pump; the novel steel casing after connection is vertically and downwards vibrated or hammered and injected into the underwater soft soil slope by installing a guide positioning frame on the steel casing;
(3) repeating the step (2) until all the novel steel casings are connected and are injected into underwater soft soil, slowly lowering the common steel casing to the top of the last novel steel casing by using a crane when the distance between the top of the last novel steel casing and the water surface is 0.5-1 m, and hermetically connecting the inner cylinder of the last novel steel casing and the common steel casing by welding; vertically and downwards impacting and vibrating or hammering the connected steel casing into an underwater soft soil slope through a steel casing installation guide positioning frame;
in the process that the novel steel casing and the common steel casing are penetrated into the underwater soft soil slope in a shock or hammering mode, aiming at the situation that all through holes on the outer cylinder enter the corresponding single-section or multi-section novel steel casing of the underwater soft soil layer, the hyperstatic pore water pressure in the soil body at the periphery of the corresponding novel steel casing is released in a mode of continuously discharging water outwards through a water discharge pipe connected with a water discharge pipe connector and a water pump, so that the shear strength of the underwater soft soil is effectively enhanced, and the stability of the underwater soft soil slope and the steel casing is ensured;
(4) repeating the steps until the bottom of the steel casing is penetrated to the designed elevation, excavating the soil in the steel casing by adopting a rotary digging method, and continuously discharging water outwards through a water discharge pipe connected with a water discharge pipe connector and a water pump;
(5) after the soil body in the steel casing is dug to the bottom, soil residues in the steel casing are cleaned, the integrity of the steel casing is checked, a reinforcement cage is hoisted, and the reinforcement cage is ensured to be vertically downward and the central axis of the reinforcement cage is superposed with the central axis of the steel casing in the lowering process;
(6) after the steel reinforcement cage is lowered, concrete is poured underwater, and water is continuously drained outwards through a drain pipe and a water pump which are connected with a drain pipe connector, so that the stability of the underwater weak soil slope and the underwater anti-slip cast-in-situ bored pile is guaranteed;
(7) when the concrete reaches 70% of the designed strength, the water pump is closed to stop draining water outwards; keeping the connection between the sensor interface and the lead, between the drain pipe interface and the drain pipe, between the lead and the acquisition instrument, and between the drain pipe and the water pump, and sequentially connecting the acquisition instrument, the alarm and the water pump; in the long-term operation process of the underwater anti-sliding bored concrete pile foundation, the normal operation of the automatic hole pressure adjusting system on the underwater anti-sliding bored concrete pile foundation is always ensured.
Furthermore, the height of the single section of novel steel casing is determined by a construction site, the diameter of the underwater anti-slip cast-in-situ bored pile and the installation capacity of a steel casing installation instrument;
the distance between the bottom of the first section of novel steel casing and the blade is determined by the distance between the bottom elevation of the soft soil layer and the designed elevation of the bottom of the steel casing; the total number of the installed sections of the novel steel casings of other sections except the first section of the novel steel casing is determined by the height of each section of the novel steel casing and the thickness of the underwater soft soil layer;
the height of each section of the common steel casing is determined by a construction site, the diameter of the underwater anti-slip cast-in-situ bored pile and the installation capacity of a steel casing installation instrument, and the total number of the sections of the common steel casing is determined according to the height of each section of the common steel casing and the distance between the top of the underwater soft soil layer and the water surface.
Further, in the step (4), after the bottom of the steel casing is penetrated to the designed elevation, all the through holes on the outer cylinder of the novel steel casing should completely enter the underwater soft soil layer.
Furthermore, after the outer cylinder of the first section of novel steel casing safely enters an underwater soil body, if the situation that the steel casing is difficult to penetrate in the installation process is met, water is injected into a cavity between the inner cylinder and the outer cylinder in a pressurizing mode through a corresponding water drainage pipe interface of the outer cylinder of the first section of novel steel casing, so that the pore water pressure in the soil body on the periphery of the novel steel casing is increased, peripheral soft soil is softened, the soil body cannot be sheared and damaged, the penetration resistance of the steel casing is effectively reduced, and the steel casing is convenient to sink; all through holes on the outer cylinder of the novel steel casing injected with water under pressure are positioned in an underwater soil body; the water injection pressure is determined by pore water pressure data acquired by a pore water pressure sensor and soil body strength characteristics acquired by a geological survey report, and the water injection pressure is controlled so as not to cause shearing damage to the soil body.
Further, the automatic pore pressure adjusting system keeps normal operation in the long-term operation process of the underwater anti-slip bored pile foundation, and collects, records and stores pore water pressure data in a soft soil layer around the underwater anti-slip bored pile foundation in real time; when the monitored value of the ultra-static pore water pressure exceeds the early warning value of the pore water pressure which can cause shearing damage of the underwater soft soil, the alarm automatically alarms and then starts the water pump to pump water, so that the pore water pressure in the soft soil at the periphery of the underwater anti-skid drilling cast-in-place pile foundation is reduced in time, the soil at the periphery of the underwater anti-skid drilling cast-in-place pile foundation keeps the original shear strength, the risk of slope landslide under the conditions of storm surge, earthquake or other natural disasters is effectively reduced, and the normal use of the underwater anti-skid drilling cast-in-place pile foundation is ensured.
Compared with the prior art, the invention has the beneficial effects that:
1. the underwater anti-sliding bored concrete pile foundation adopts the novel steel casing with the automatic pore pressure adjusting system, and can automatically adjust the pore water pressure in the soil body at the periphery of the novel steel casing in the construction stage of the underwater anti-sliding bored concrete pile foundation. When encountering the steel and protecting a section of thick bamboo injection difficulty in the steel protects a section of thick bamboo installation, protect the corresponding drain pipe interface of urceolus of a section of thick bamboo through new section of thick bamboo and pressurize the water injection in the cavity between inner tube and urceolus, soften the peripheral soil body of a section of thick bamboo is protected to new section of thick bamboo, effectively reduces the injection resistance of a section of thick bamboo is protected to the steel, and the section of thick bamboo that protects of the steel of being convenient for sinks, improves the installation effectiveness of the section of thick bamboo is protected to.
2. The underwater anti-sliding bored pile foundation adopts the novel steel casing with the automatic pore pressure adjusting system, and can automatically adjust the pore water pressure in the soil body at the periphery of the underwater anti-sliding bored pile foundation in the operation stage of the underwater anti-sliding bored pile foundation. In the long-term operation process of the underwater anti-skid bored pile foundation, aiming at the conditions of wave load, upper structure working load, earthquake, storm surge and other pore water pressure early warning values which possibly cause the ultra-static pore water pressure in the underwater soft soil to reach the shearing damage of the soil body, the alarm can give an alarm and automatically start the water pump to pump water, so that the pore water pressure in the soft soil around the underwater anti-skid bored pile foundation is timely reduced, the landslide risk of the underwater soft soil slope is effectively reduced, and the engineering safety of the underwater anti-skid bored pile foundation and the upper structure thereof is ensured.
3. The method determines an underwater soft soil area according to geological survey data, uniformly arranges through holes on the outer cylinder of the steel casing with the automatic hole pressure adjusting system of the anti-skid bored cast-in-place pile foundation in the area, the through holes are only positioned in the underwater soft soil area, and the adjacent vertical through holes can be uniformly distributed in a vertical and horizontal manner or in a vertical and horizontal staggered manner and are fully contacted with the underwater soft soil, so that the adverse effects of the open holes on the strength and the rigidity of the outer cylinder of the steel casing are favorably reduced, and the landslide hazard of the underwater soft soil slope at the periphery of the anti-skid bored cast-in-place pile foundation in the construction period and the operation period is favorably and.
4. According to the novel steel casing with the automatic hole pressure adjusting system, the cutting edge is arranged at the bottom of the outer cylinder, so that the steel casing can cut soil and smoothly penetrate into the soil, and the installation efficiency of the steel casing of the underwater anti-slip bored pile foundation is improved; the blade is tightly connected with the inner cylinder and the outer cylinder through the horizontal annular steel plate, and a transverse or longitudinal stiffening rib is arranged in a cavity between the inner cylinder and the outer cylinder, so that the integrity of the connected inner cylinder and the outer cylinder of the novel steel casing can be enhanced, and the strength, the rigidity and the stability of the novel steel casing can be improved; by grouting the cavity formed by the blade foot and the horizontal annular steel plate, the dead weight of the steel casing is increased, so that the steel casing can sink and be installed conveniently, and the stability of the steel casing before forming the underwater anti-sliding bored pile foundation pile can be improved.
5. The cavity between the inner cylinder and the outer cylinder of the novel steel casing with the automatic pore pressure regulating system is filled with the tightly attached drainage plate and the geotextile, wherein the drainage plate forms a drainage channel, the hyperstatic pore water pressure in the soft soil around the underwater anti-skid bored pile foundation is rapidly reduced by adopting a water pump pumping mode, and the hyperstatic pore water pressure generated on the seabed soil body due to wave load, structural vibration, storm tide or earthquake can be timely dissipated, so that landslide disasters of the soft soil slope around the underwater anti-skid bored pile foundation are scientifically and effectively prevented and managed; the geotextile plays a role of a reverse filter layer, so that underwater soil particles cannot enter the drainage plate in the water pumping process of the water pump, the soil particles in the peripheral soft soil layer of the anti-sliding bored pile foundation cannot be lost in the process of releasing the hyperstatic pore water pressure in underwater soft soil, and the drainage plate channel is effectively prevented from being blocked by the soil particles.
6. The inner cylinder and the outer cylinder of the novel steel casing with the automatic pore pressure adjusting system are rigidly connected, and the joints of the steel casings (the joints of the adjacent novel steel casings, the joints of the novel steel casings and the common steel casings, and the joints of the adjacent common steel casings) are reinforced by the annular steel plates, so that the shear strength of the steel casings in the construction period and the operation period of the anti-skid bored cast-in-place pile foundation can be effectively improved, and the integral stability of the underwater anti-skid bored cast-in-place pile foundation in the process of excavating soil bodies in the steel casings and pouring concrete until the strength of the concrete reaches the designed strength is ensured.
7. In the invention, the acquisition instrument acquires and stores the pore water pressure change data in the underwater soft soil region in real time in the operation stage of the underwater anti-skid bored cast-in-place pile foundation to form an underwater soft soil layer pore water pressure database of the monitoring region, which is used for analyzing the response characteristics of the pore water pressure of the soft soil layer around the underwater anti-skid bored cast-in-place pile foundation under the conditions of wave load, upper structure working load, earthquake, storm surge or other natural disasters, and developing scientific researches related to the mechanical properties and the damage mechanism of underwater soft soil; meanwhile, the collected pore water pressure change data and related research results can provide certain reference and guidance for the design and construction of other underwater anti-skid bored pile foundations in the area or similar areas.
Drawings
FIG. 1 is a top view of a steel casing of an underwater anti-skid cast-in-situ bored pile according to the present invention;
FIG. 2 is a side view of a steel casing of an underwater anti-slip cast-in-situ bored pile according to the present invention;
FIG. 3 is a cross-section AA of FIG. 1;
FIG. 4 is a BB section of FIG. 2;
FIG. 5(a) is a schematic view of a first section of steel casing installation with an automated pore pressure regulation system;
FIG. 5(b) is a schematic view of a second section of steel casing installation with an automated pore pressure regulation system;
FIG. 5(c) is a schematic view of the installation of a conventional steel casing;
FIG. 5(d) is a schematic diagram showing the completion of the installation of the steel casing of the foundation of the underwater anti-slip bored concrete pile;
FIG. 5(e) is a schematic view of installation of a reinforcement cage in a steel casing of an underwater anti-slip bored concrete pile foundation;
FIG. 5(f) is a schematic diagram of concrete pouring in a steel casing of an underwater anti-slip bored pile foundation;
in the figure, an inner cylinder 1, an outer cylinder 2, an outer cylinder main body 2-1, a through hole 2-2, a cutting edge 2-3, a cavity 3 between the inner cylinder and the outer cylinder, a drainage plate 3-1, geotextiles 3-2, a pore water pressure sensor 4, a pore water pressure sensor probe 4-1, a sensor lead 4-2, a sensor channel 4-3, a sensor interface and drainage pipe interface panel 5, a sensor interface 5-1, a drainage pipe interface 5-2, a common steel casing 6, a reinforcement cage 7 and concrete 8.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
The embodiment provides an underwater antiskid bored concrete pile foundation which is used in underwater soft soil slopes on river alluvial plains, river sea entrances and continental shelves. As shown in fig. 1-4, the underwater anti-skid bored concrete pile foundation is formed by sequentially and hermetically connecting at least one section of novel steel casing and at least one section of common steel casing 6 from bottom to top; reinforcing cages 7 are distributed in the novel steel casing and the common steel casing 6, and concrete 8 is poured; the common steel casing 6, the reinforcement cage 7 and the concrete 8 form a main body of the cast-in-situ bored pile;
the novel steel protective cylinder comprises an inner cylinder 1, an outer cylinder 2, a cavity 3 between the inner cylinder and the outer cylinder and an automatic pore pressure adjusting system; the outer cylinder 2 comprises an outer cylinder main body 2-1, a through hole 2-2 and a cutting edge 2-3; the through holes 2-2 are uniformly distributed on the wall of the outer barrel 2 in a circumferential direction; the cutting edge 2-3 is arranged at the lower port of the cavity 3 between the inner cylinder and the outer cylinder and the lower port of the outer cylinder 2 and is integrally and annularly arranged in an inclined manner; a cavity 3 between the inner cylinder and the outer cylinder is internally and sequentially provided with a drainage plate 3-1 and a geotextile 3-2 from inside to outside; the inner cylinders 1 of two adjacent sections of novel steel casing are hermetically connected; all the through holes 2-2 are positioned in the underwater soft soil layer;
the automatic pore pressure adjusting system comprises a pore water pressure sensor 4, a sensor interface, a drainage pipe interface panel 5, a collecting instrument, an alarm and a water pump; the pore water pressure sensor 4 consists of a pore water pressure sensor probe 4-1, a sensor lead 4-2 and a sensor channel 4-3; the pore water pressure sensor probe 4-1 is fixed on a row of vertically arranged through holes 2-2 at the wave-facing surface and is connected with the sensor lead 4-2; the sensor interface and drain pipe interface panel 5 consists of a sensor interface 5-1 and a drain pipe interface 5-2 and is hermetically arranged at the top of the outer barrel 2; the sensor lead 4-2 is led out through a sensor channel 4-3 arranged on the inner wall of the outer cylinder 2 and is connected with a sensor interface 5-1; the drainage pipe connector 5-2 is hydraulically communicated with a cavity 3 between the inner cylinder and the outer cylinder and is connected with a water pump through a drainage pipe; the sensor interface 5-1 is connected with an acquisition instrument through a lead; the lead and the drain pipe are arranged on the outer walls of the novel steel casing and the common steel casing 6;
the acquisition instrument, the alarm and the water pump are sequentially connected, the acquisition instrument can automatically read and store pore water pressure data through the pore water pressure sensor 4, and the alarm can read, early warn and process the pore water pressure data acquired by the acquisition instrument; when the hyperstatic pore water pressure in the soft soil layer around the underwater anti-skid bored pile foundation collected by the collector exceeds the pore water pressure early warning value which can cause shearing damage of the soil body, an alarm communicated with the collector gives an alarm and automatically starts a water pump to pump water, so that the pore water pressure in the soft soil around the underwater anti-skid bored pile foundation is timely reduced, and the risks of landslide of the underwater soft soil slope and damage of the underwater anti-skid bored pile foundation are eliminated; when the novel steel protects a section of thick bamboo and penetrates soft soil layer under water when difficult, pressurize the water injection in cavity 3 between inner tube and urceolus through the corresponding drain pipe interface 5-2 of novel steel protects a section of thick bamboo urceolus 2, increase the pore water pressure in the peripheral soil body of novel steel protects a section of thick bamboo, soften peripheral weak soil nevertheless unlikely to make the soil body shear failure, reduce steel and protect a section of thick bamboo injection resistance.
Specifically, the inner cylinder 1 and the outer cylinder 2 are steel cylinders;
the outer barrel 2 is arranged in an underwater soft soil area determined according to geological exploration data;
the through holes 2-2 on the outer cylinder 2 can be distributed uniformly in a longitudinal and transverse manner or uniformly distributed in a longitudinal and transverse manner in a staggered manner;
the outer cylinder 2 and the inner cylinder 1 are rigidly connected in a welding or split bolt mode, and the connection mode does not damage the sealing property of the side wall of the inner cylinder 1;
a transverse or longitudinal stiffening rib is arranged in the cavity 3 between the inner cylinder and the outer cylinder and used for reinforcing the connection between the outer cylinder 2 and the inner cylinder 1, the stiffening rib should avoid a through hole 2-2 arranged on the cylinder wall of the outer cylinder 2 and should not influence the hydraulic communication in the cavity 3 between the inner cylinder and the outer cylinder;
the cutting edge 2-3 can be tightly connected with the inner cylinder 1 and the outer cylinder 2 through the horizontal annular steel plate, the dead weight of the novel steel protective cylinder is increased by grouting into a cavity formed by the cutting edge 2-3 and the horizontal annular steel plate, and the strength, the rigidity and the stability of the novel steel protective cylinder are improved;
the drainage plate 3-1 is tightly attached to the geotextile 3-2 and fully fills the cavity 3 between the inner cylinder and the outer cylinder; the drift diameter of the geotextile 3-2 is smaller than the diameter of the soil particles of the underwater soft soil layer.
Specifically, the pore water pressure sensors are longitudinally distributed in a row of through holes 2-2 to form an installation set, and usually one installation set is needed and installed in the row of through holes on the wave-facing surface of the outer cylinder 2; when the diameter of the foundation of the underwater anti-sliding bored concrete pile is larger, the number of the installation groups of pore water pressure sensors on the wave-facing surface of the foundation of the underwater anti-sliding bored concrete pile is properly increased; the testing surface (permeable stone) of the pore water pressure sensor probe 4-1 is tangent with the outer side wall of the outer cylinder 2 and faces to the soil body of the underwater soft soil layer.
Specifically, the sensor interface 5-1 and the drain pipe interface 5-2 adopt a mechanical seal interface technology to ensure that the sensor interface and the drain pipe interface panel 5 are completely sealed and isolated from water and air in the external environment; the reserved length of the lead and the drain pipe is determined according to the embedding depth of the steel casing and the positions of the acquisition instrument and the water pump.
Specifically, the joint of the adjacent novel steel casing, the joint of the novel steel casing and the common steel casing 6 and the joint of the adjacent common steel casing 6 are all connected in a sealing manner, the sealing connection mode is generally welding, and the joints can be reinforced by annular steel plates according to requirements, so that the strength and the rigidity of the joint of the steel casings are improved, and the concrete is prevented from leaking after being poured;
the novel steel casing and the common steel casing 6 are used as important components of the underwater anti-slip bored pile foundation, and are not required to be dismantled after being formed into a pile, and effective anti-corrosion measures are required to be made because the pile is in a fresh water or seawater corrosion environment for a long time.
The embodiment also provides a construction method of the underwater anti-sliding bored pile foundation, which comprises the following steps:
(1) integrally hoisting the novel steel casing assembled in a factory to a sea area needing to be installed by a barge, connecting a sensor interface 5-1 with a lead, connecting a drainage pipe interface 5-2 with a drainage pipe, and respectively connecting the lead and the drainage pipe with a collection instrument and a water pump; as shown in fig. 5(a), after the accurate lofting positioning, a crane is used to slowly lower the first section of novel steel casing to the underwater area determined by lofting; the novel steel pile casing is injected into the underwater soft soil slope through impact vibration or hammering by the steel pile casing installation guide positioning frame; in the sinking process, the novel steel casing always keeps vertically downward;
(2) as shown in fig. 5(b), when the distance between the top of the first section of novel steel casing and the water surface is 0.5-1 m, stopping the injection, slowly lowering the second section of novel steel casing to the top of the first section of novel steel casing by using a crane, hermetically connecting the inner cylinders 1 of the two sections of novel steel casings by welding, connecting the sensor interface 5-1 with a lead, connecting the drainage pipe interface 5-2 with a drainage pipe, and respectively connecting the lead and the drainage pipe with a collection instrument and a water pump; the novel steel casing after connection is vertically and downwards vibrated or hammered and injected into the underwater soft soil slope by installing a guide positioning frame on the steel casing;
(3) repeating the step (2) until all the novel steel pile casings are connected and are injected into underwater soft soil, and slowly lowering the common steel pile casing 6 to the top of the last novel steel pile casing by using a crane when the distance between the top of the last novel steel pile casing and the water surface is 0.5-1 m, and hermetically connecting the inner cylinder 1 of the last novel steel pile casing and the common steel pile casing 6 by welding as shown in fig. 5 (c); vertically and downwards impacting and vibrating or hammering the connected steel casing into an underwater soft soil slope through a steel casing installation guide positioning frame;
in the process that the novel steel pile casing and the common steel pile casing 6 are penetrated into the underwater soft soil slope in a shock-vibration or hammering mode, aiming at the condition that all through holes 2-2 on the outer cylinder 2 enter the corresponding single-section or multi-section novel steel pile casing of the underwater soft soil layer, the hyperstatic pore water pressure in the soil body at the periphery of the corresponding novel steel pile casing is released in a mode of continuously discharging water outwards through a water discharge pipe connected with a water discharge pipe connector 5-2 and a water pump, so that the shear strength of the underwater soft soil is effectively enhanced, and the stability of the underwater soft soil slope and the steel pile casing is ensured;
(4) repeating the step (3) until the bottom of the steel casing is penetrated to the designed elevation, wherein all the through holes 2-2 on the outer cylinder 2 of the novel steel casing are completely penetrated into the underwater soft soil layer as shown in fig. 5 (d); then excavating the soil body in the steel casing by adopting a rotary excavating method, and continuously discharging water outwards through a water discharge pipe connected with a water discharge pipe connector 5-2 and a water pump;
(5) after the soil in the steel casing is dug to the bottom, soil residues in the steel casing are cleaned, the integrity of the steel casing is checked, and the reinforcement cage 7 is hoisted, as shown in fig. 5(e), the reinforcement cage 7 is ensured to be vertically downward in the lowering process, and the central axis of the reinforcement cage 7 is superposed with the central axis of the steel casing;
(6) after the steel reinforcement cage 7 is lowered, pouring concrete 8 underwater, as shown in fig. 5(f), continuously discharging water outwards through a water discharge pipe and a water pump which are connected with a water discharge pipe connector 5-2, and ensuring the stability of the underwater weak soil slope and the underwater anti-skid bored pile;
(7) when the concrete 8 reaches 70% of the designed strength, the water pump is closed to stop draining water outwards; keeping the connection of the sensor interface 5-1 and the lead, the connection of the drain pipe interface 5-2 and the drain pipe, the connection of the lead and the acquisition instrument, and the connection of the drain pipe and the water pump, and sequentially connecting the acquisition instrument, the alarm and the water pump; in the long-term operation process of the underwater anti-sliding bored concrete pile foundation, the normal operation of the automatic hole pressure adjusting system on the underwater anti-sliding bored concrete pile foundation is always ensured.
Specifically, the height of the single section of novel steel casing is determined by a construction site, the diameter of an underwater anti-slip cast-in-situ bored pile and the installation capacity of a steel casing installation instrument;
the distance between the bottom of the first section of novel steel casing and the blade foot 2-3 is determined by the distance between the bottom elevation of the soft soil layer and the designed elevation of the bottom of the steel casing; the total number of the installed sections of the novel steel casings of other sections except the first section of the novel steel casing is determined by the height of each section of the novel steel casing and the thickness of the underwater soft soil layer;
the height of each section of the common steel casing 6 is determined by a construction site, the diameter of an underwater anti-slip cast-in-situ bored pile and the installation capacity of a steel casing installation instrument, and the total number of the sections of the common steel casing 6 is determined according to the height of each section of the common steel casing 6 and the distance between the top of an underwater soft soil layer and the water surface.
Specifically, after the outer cylinder 2 of the first section of novel steel casing safely enters an underwater soil body, if the situation that the steel casing is difficult to inject in the installation process is met, water is injected into a cavity 3 between the inner cylinder and the outer cylinder in a pressurizing mode through a corresponding water outlet pipe interface 5-2 of the outer cylinder 2 of the first section of novel steel casing, so that the pore water pressure in the soil body at the periphery of the novel steel casing is increased, peripheral soft soil is softened, the soil body cannot be sheared and damaged, the injection resistance of the steel casing is effectively reduced, and the steel casing is convenient to sink; all through holes 2-2 on the outer cylinder 2 of the novel steel casing injected with water under pressure are positioned in an underwater soil body; the water injection pressure is determined by pore water pressure data acquired by a pore water pressure sensor and soil body strength characteristics acquired by a geological survey report, and the water injection pressure is controlled so as not to cause shearing damage to the soil body.
Specifically, the automatic pore pressure adjusting system keeps normal operation in the long-term operation process of the underwater anti-slip bored pile foundation, and collects, records and stores pore water pressure data in a soft soil layer around the underwater anti-slip bored pile foundation in real time; when the monitored value of the ultra-static pore water pressure exceeds the early warning value of the pore water pressure which can cause shearing damage of the underwater soft soil, the alarm automatically alarms and then starts the water pump to pump water, so that the pore water pressure in the soft soil at the periphery of the underwater anti-skid drilling cast-in-place pile foundation is reduced in time, the soil at the periphery of the underwater anti-skid drilling cast-in-place pile foundation keeps the original shear strength, the risk of slope landslide under the conditions of storm surge, earthquake or other natural disasters is effectively reduced, and the normal use of the underwater anti-skid drilling cast-in-place pile foundation is ensured.
The technical principle of the present invention is described above in connection with specific embodiments. The description is made for the purpose of illustrating the principles of the invention and should not be construed in any way as limiting the scope of the invention. Based on the explanations herein, those skilled in the art will be able to conceive of other embodiments of the present invention without inventive effort, which would fall within the scope of the present invention.
Claims (10)
1. The utility model provides an antiskid drilling bored concrete pile basis under water for in the soft soil slope under water on river alluvial plains, the river mouth of going into the sea and the continental rise, its characterized in that: is formed by sequentially and hermetically connecting at least one section of novel steel casing and at least one section of common steel casing (6) from bottom to top; and a reinforcement cage (7) is distributed in the novel steel casing and the common steel casing (6), and concrete (8) is poured.
The novel steel protective cylinder comprises an inner cylinder (1), an outer cylinder (2), a cavity (3) between the inner cylinder and the outer cylinder and an automatic pore pressure adjusting system; the outer cylinder (2) comprises an outer cylinder main body (2-1), a through hole (2-2) and a cutting edge (2-3); the through holes (2-2) are uniformly distributed on the wall of the outer cylinder (2) in the circumferential direction; the cutting edge (2-3) is arranged at the lower port of the cavity (3) between the inner cylinder and the outer cylinder and the lower port of the outer cylinder (2) and is integrally and annularly arranged in an inclined manner; a drainage plate (3-1) and a geotextile (3-2) are sequentially arranged in a cavity (3) between the inner cylinder and the outer cylinder from inside to outside; the inner cylinders (1) of two adjacent sections of novel steel casing are hermetically connected; all the through holes (2-2) are positioned in the underwater soft soil layer.
The automatic pore pressure adjusting system comprises a pore water pressure sensor (4), a sensor interface, a drainage pipe interface panel (5), a collecting instrument, an alarm and a water pump; the pore water pressure sensor (4) consists of a pore water pressure sensor probe (4-1), a sensor lead (4-2) and a sensor channel (4-3); the pore water pressure sensor probe (4-1) is fixed on a row of vertically arranged through holes (2-2) at the wave-facing surface and is connected with the sensor lead (4-2); the sensor interface and drain pipe interface panel (5) consists of a sensor interface (5-1) and a drain pipe interface (5-2) and is hermetically arranged at the top of the outer cylinder (2); the sensor lead (4-2) is led out through a sensor channel (4-3) arranged on the inner wall of the outer barrel (2) and is connected with a sensor interface (5-1); the drainage pipe connector (5-2) is hydraulically communicated with a cavity (3) between the inner cylinder and the outer cylinder and is connected with a water pump through a drainage pipe; the sensor interface (5-1) is connected with the acquisition instrument through a lead.
The pore water pressure monitoring system comprises a collecting instrument, an alarm and a water pump which are sequentially connected, wherein the collecting instrument can automatically read and store pore water pressure data through a pore water pressure sensor (4), and the alarm can read, early warn and process the pore water pressure data collected by the collecting instrument; when the hyperstatic pore water pressure in the soft soil layer around the underwater anti-skid bored pile foundation collected by the collector exceeds a pore water pressure early warning value which can cause shearing damage of a soil body, an alarm communicated with the collector gives an alarm and automatically starts a water pump to pump water, so that the pore water pressure in soft soil around the underwater anti-skid bored pile foundation is timely reduced, and the risks of landslide of an underwater soft soil slope and damage of the underwater anti-skid bored pile foundation are eliminated; when the novel steel pile casing is difficult to penetrate into an underwater soft soil layer, water is injected into a cavity (3) between the inner cylinder and the outer cylinder through a corresponding drainage pipe connector (5-2) of the outer cylinder (2) of the novel steel pile casing in a pressurizing manner, so that the pore water pressure in the peripheral soil body of the novel steel pile casing is increased, the peripheral soft soil is softened, but the soil body is prevented from being sheared and damaged, and the penetration resistance of the steel pile casing is reduced.
2. The underwater slide-resistant bored pile foundation of claim 1, wherein:
the inner cylinder (1) and the outer cylinder (2) are steel cylinders;
the outer barrel (2) is arranged in an underwater soft soil area determined according to geological survey data;
a plurality of through holes (2-2) on the outer cylinder (2) can be distributed uniformly in a longitudinal and transverse manner or uniformly distributed in a longitudinal and transverse manner in a staggered manner;
the outer cylinder (2) and the inner cylinder (1) are rigidly connected in a welding or split bolt mode, and the connection mode does not damage the sealing property of the side wall of the inner cylinder (1);
a transverse or longitudinal stiffening rib is arranged in the cavity (3) between the inner cylinder and the outer cylinder and used for reinforcing the connection between the outer cylinder (2) and the inner cylinder (1), the stiffening rib should avoid a through hole (2-2) arranged on the cylinder wall of the outer cylinder (2) and the hydraulic communication in the cavity (3) between the inner cylinder and the outer cylinder should not be influenced;
the cutting edge (2-3) can be tightly connected with the inner cylinder (1) and the outer cylinder (2) through the horizontal annular steel plate, and the dead weight of the novel steel protective cylinder is increased and the strength, the rigidity and the stability of the novel steel protective cylinder are improved simultaneously by injecting slurry into a cavity formed by the cutting edge (2-3) and the horizontal annular steel plate;
the drainage plate (3-1) is tightly attached to the geotextile (3-2) and fills a cavity (3) between the inner cylinder and the outer cylinder; the drift diameter of the geotextile (3-2) is smaller than the diameter of the soil particles of the underwater soft soil layer.
3. The underwater slide-resistant bored pile foundation of claim 1, wherein: the pore water pressure sensors are longitudinally distributed in a row of through holes (2-2) to form an installation set, and usually one installation set is needed and installed in the row of through holes on the wave-facing surface of the outer barrel (2); when the diameter of the foundation of the underwater anti-sliding bored concrete pile is larger, the number of the installation groups of pore water pressure sensors on the wave-facing surface of the foundation of the underwater anti-sliding bored concrete pile is properly increased; the testing surface of the pore water pressure sensor probe (4-1) is tangent to the outer side wall of the outer cylinder (2) and faces to the soil body of the underwater soft soil layer.
4. The underwater slide-resistant bored pile foundation of claim 1, wherein: the sensor interface (5-1) and the drain pipe interface (5-2) adopt a mechanical seal interface technology to ensure that the sensor interface and the drain pipe interface are completely sealed at the sensor interface and the drain pipe interface panel (5) and isolated from water and gas in the external environment; the reserved length of the lead and the drain pipe is determined according to the embedding depth of the steel casing and the positions of the acquisition instrument and the water pump.
5. The underwater slide-resistant bored pile foundation of claim 1, wherein: the joint of the adjacent novel steel casing, the joint of the novel steel casing and the common steel casing (6) and the joint of the adjacent common steel casing (6) are hermetically connected, and the joints are reinforced by annular steel plates; the novel steel casing and the common steel casing (6) are not dismantled after being formed into a pile.
6. A construction method of an underwater anti-sliding bored pile foundation is characterized by comprising the following steps:
(1) integrally hoisting the novel steel casing assembled in a factory to a sea area needing to be installed by a barge, connecting a sensor interface (5-1) with a lead, connecting a drainage pipe interface (5-2) with a drainage pipe, and respectively connecting the lead and the drainage pipe with a collection instrument and a water pump; after accurate lofting and positioning, slowly lowering the first section of novel steel casing to an underwater area determined by lofting by using a crane; the novel steel pile casing is injected into the underwater soft soil slope through impact vibration or hammering by the steel pile casing installation guide positioning frame; in the sinking process, the novel steel casing always keeps vertically downward;
(2) stopping the injection when the distance between the top of the first section of novel steel casing and the water surface is 0.5-1 m, slowly lowering the second section of novel steel casing to the top of the first section of novel steel casing by using a crane, hermetically connecting the inner cylinders (1) of the two sections of novel steel casings, connecting the sensor interface (5-1) with a lead, connecting the drainage pipe interface (5-2) with a drainage pipe, and respectively connecting the lead and the drainage pipe with an acquisition instrument and a water pump; the novel steel casing after connection is vertically and downwards vibrated or hammered and injected into the underwater soft soil slope by installing a guide positioning frame on the steel casing;
(3) repeating the step (2) until all the novel steel pile casings are connected and are injected into underwater soft soil, slowly lowering the common steel pile casing (6) to the top of the last novel steel pile casing by using a crane when the distance between the top of the last novel steel pile casing and the water surface is 0.5-1 m, and hermetically connecting the inner cylinder (1) of the last novel steel pile casing and the common steel pile casing (6); vertically and downwards impacting and vibrating or hammering the connected steel casing into an underwater soft soil slope through a steel casing installation guide positioning frame;
in the process that the novel steel pile casing and the common steel pile casing (6) are penetrated into an underwater soft soil slope in a shock or hammering mode, aiming at the condition that all through holes (2-2) on the outer cylinder (2) enter into a single-section or multi-section novel steel pile casing corresponding to an underwater soft soil layer, the hyperstatic pore water pressure in a soil body at the periphery of the corresponding novel steel pile casing is released in a mode of continuously discharging water outwards by a water discharge pipe connected with a water discharge pipe connector (5-2) and a water pump;
(4) repeating the step (3) until the bottom of the steel casing is penetrated to the designed elevation, excavating the soil body in the steel casing by adopting a rotary excavating method, and continuously discharging water outwards through a water discharge pipe connected with a water discharge pipe connector (5-2) and a water pump;
(5) after the soil body in the steel casing is dug to the bottom, soil residues in the steel casing are cleaned, the integrity of the steel casing is checked, a reinforcement cage (7) is hoisted, the reinforcement cage (7) is ensured to be vertically downward in the lowering process, and the central axis of the reinforcement cage (7) is coincided with the central axis of the steel casing;
(6) after the steel reinforcement cage (7) is lowered, concrete (8) is poured underwater, and water is continuously drained outwards through a drain pipe and a water pump which are connected with a drain pipe connector (5-2), so that the stability of an underwater weak soil slope and an underwater anti-slip cast-in-situ bored pile is guaranteed;
(7) when the concrete (8) reaches 70% of the designed strength, the water pump is closed to stop draining water outwards; the connection between the sensor interface (5-1) and the lead, the connection between the drain pipe interface (5-2) and the drain pipe, the connection between the lead and the acquisition instrument, and the connection between the drain pipe and the water pump are maintained, and the acquisition instrument, the alarm and the water pump are sequentially connected; in the long-term operation process of the underwater anti-sliding bored concrete pile foundation, the normal operation of the automatic hole pressure adjusting system on the underwater anti-sliding bored concrete pile foundation is always ensured.
7. The construction method of the underwater slide-resistant bored pile foundation according to claim 6, wherein: the height of the single section of novel steel casing is determined by a construction site, the diameter of the underwater anti-slip cast-in-situ bored pile and the installation capacity of a steel casing installation instrument;
the distance between the bottom of the first section of novel steel casing and the blade leg (2-3) is determined by the distance between the bottom elevation of the soft soil layer and the designed elevation of the bottom of the steel casing; the total number of the installed sections of the novel steel casings of other sections except the first section of the novel steel casing is determined by the height of each section of the novel steel casing and the thickness of the underwater soft soil layer;
the height of each section of the common steel pile casing (6) is determined by a construction site, the diameter of an underwater anti-slip cast-in-situ bored pile and the installation capacity of a steel pile casing installation instrument, and the total number of the sections of the common steel pile casing (6) is determined according to the height of each section of the common steel pile casing (6) and the distance between the top of an underwater soft soil layer and the water surface.
8. The construction method of the underwater slide-resistant bored pile foundation according to claim 6, wherein: in the step (4), after the bottom of the steel casing is penetrated to the designed elevation, all the through holes (2-2) on the outer cylinder (2) of the novel steel casing should completely enter the underwater soft soil layer.
9. The construction method of the underwater slide-resistant bored pile foundation according to claim 6, wherein: after the outer cylinder (2) of the first section of novel steel casing enters an underwater soil body safely, if the situation that the steel casing is difficult to inject in the installation process is met, water is injected into a cavity (3) between the inner cylinder and the outer cylinder in a pressurizing manner through a corresponding water discharge pipe connector (5-2) of the outer cylinder (2) of the first section of novel steel casing, so that the pore water pressure in the soil body at the periphery of the novel steel casing is increased, peripheral soft soil is softened, but the soil body cannot be sheared and damaged, the injection resistance of the steel casing is effectively reduced, and the steel casing is convenient to sink; all through holes (2-2) on the outer cylinder (2) of the novel steel casing injected with water under pressure are positioned in an underwater soil body; the water injection pressure is determined by pore water pressure data acquired by a pore water pressure sensor and soil body strength characteristics acquired by a geological survey report, and the water injection pressure is controlled so as not to cause shearing damage to the soil body.
10. The construction method of the underwater slide-resistant bored pile foundation according to claim 6, wherein: the automatic pore pressure adjusting system keeps normal operation in the long-term operation process of the underwater anti-skid bored pile foundation, and collects, records and stores pore water pressure data in a soft soil layer around the underwater anti-skid bored pile foundation in real time; when the monitored value of the ultra-static pore water pressure exceeds the early warning value of the pore water pressure which can cause shearing damage of the underwater soft soil, the alarm automatically alarms and then starts the water pump to pump water, so that the pore water pressure in the soft soil at the periphery of the underwater anti-skid drilling cast-in-place pile foundation is reduced in time, the soil at the periphery of the underwater anti-skid drilling cast-in-place pile foundation keeps the original shear strength, the risk of slope landslide under the conditions of storm surge, earthquake or other natural disasters is effectively reduced, and the normal use of the underwater anti-skid drilling cast-in-place pile foundation is ensured.
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| CN112252309A (en) * | 2020-08-28 | 2021-01-22 | 浙大城市学院 | Anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake and construction method thereof |
| CN112252309B (en) * | 2020-08-28 | 2022-03-29 | 浙大城市学院 | Anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake and construction method thereof |
| CN112813974A (en) * | 2020-12-30 | 2021-05-18 | 中国水利水电第九工程局有限公司 | Steel sheet pile forming method based on hard soil body |
| CN114753361A (en) * | 2022-04-29 | 2022-07-15 | 深圳市交通公用设施建设中心 | Pile foundation steel casing capable of controlling stratum deformation and construction method thereof |
| CN114753361B (en) * | 2022-04-29 | 2024-04-30 | 深圳市交通公用设施建设中心 | Pile foundation steel pile casing capable of controlling stratum deformation and construction method thereof |
| CN118110201A (en) * | 2024-04-22 | 2024-05-31 | 天津城建大学 | Liquefaction monitoring and protecting device for offshore wind turbine four-pile jacket foundation |
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