CN112252309A - Anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake and construction method thereof - Google Patents

Anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake and construction method thereof Download PDF

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Publication number
CN112252309A
CN112252309A CN202010885390.0A CN202010885390A CN112252309A CN 112252309 A CN112252309 A CN 112252309A CN 202010885390 A CN202010885390 A CN 202010885390A CN 112252309 A CN112252309 A CN 112252309A
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China
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steel casing
installation device
soft soil
section
pile
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CN112252309B (en
Inventor
章丽莎
魏骁
魏纲
赵春艳
张金红
崔允亮
王新泉
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Zhejiang University City College ZUCC
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Zhejiang University City College ZUCC
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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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/20—Securing of slopes or inclines
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/20—Securing of slopes or inclines
    • E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • G—PHYSICS
    • G08—SIGNALLING
    • G08B—SIGNALLING OR CALLING SYSTEMS; ORDER TELEGRAPHS; ALARM SYSTEMS
    • G08B21/00—Alarms responsive to a single specified undesired or abnormal condition and not otherwise provided for
    • G08B21/18—Status alarms

Abstract

The invention discloses an anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake and a construction method thereof, wherein the anti-slide pile is used for preventing and treating sudden fluidity landslide and gradual fluidity landslide of easily liquefied soft soil slope on river alluvial plain, river estuary and continental shelf; the steel casing with the automatic liquefaction prevention and control system is adopted, so that the pore water pressure in the soil body at the periphery of the slide-resistant pile can be automatically adjusted in the foundation construction and operation stages of the slide-resistant pile in the easily liquefied soft soil area, the risk of slope landslide of underwater easily liquefied soft soil is effectively reduced, and the engineering safety of the slide-resistant pile and the upper structure thereof is guaranteed; aiming at the condition that the underwater soft soil liquefaction damage caused by strong earthquake is serious, only reducing the pore water pressure in the underwater soft soil at the periphery of the anti-slide pile can not deal with the condition that the pile top settlement of the anti-slide pile develops too fast or the settlement amount is too large, concrete slurry is injected to fully reinforce the underwater easy-liquefaction soft soil slope, and the underwater soft soil slope landslide and the anti-slide pile foundation damage are comprehensively and deeply treated.

Description

Anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake and construction method thereof
Technical Field
The invention relates to the technical field of anti-slide pile foundations, in particular to an anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake 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.
The soft soil slope which is easy to liquefy is widely distributed on the river alluvial plain, the river estuary and the continental shelf. When building or structures on such slopes, the anti-seismic design of the building or structures and the foundations thereof needs to be considered in the construction and long-term operation processes, and anti-slide pile foundations are often adopted for preventing landslide damage of underwater soft soil slopes. The working principle of the conventional underwater soft soil slope slide-resistant pile foundation is as follows: the pile foundation penetrates through the liquefied soil layer and is inserted into the stabilized soil layer to a certain depth, so that the anti-skid capacity of the slope is effectively improved, but the effect of preventing the soft soil slope from being damaged by earthquake liquefied landslide is not obvious.
At present, a cast-in-situ bored pile steel casing is often adopted for construction of an underwater slide-resistant pile, the conventional cast-in-situ bored pile steel casing is installed and is injected into underwater soft soil in an impact vibration or hammering mode, and the conventional steel casing installation mode can seriously disturb the soft soil around the steel casing and soften the soil strength; on the other hand, hyperstatic pore water pressure is formed in the soft soil around the steel casing, and if the accumulated hyperstatic pore water pressure is not dissipated in time, soil around the anti-slide pile foundation in the easily liquefied soft soil area is liquefied and damaged, so that the stability of the underwater anti-slide pile foundation during construction and in the operation stage is adversely affected. The common method for reducing the pore water pressure around the anti-slide pile foundation can prevent and primarily treat landslide of the underwater soft soil slope or damage of the anti-slide pile caused by earthquake liquefaction, but cannot deal with the situations of irreversible large deformation of the underwater soft soil slope and overlarge displacement of the anti-slide pile caused by strong earthquake.
Therefore, the method for installing the cast-in-situ bored pile steel casing in the easily liquefied soft soil area is prevented from possibly causing liquefaction catastrophe risks to soil bodies around the steel casing, the soil body earthquake liquefaction and slope landslide disasters around the slide-resistant pile foundation in the underwater soft soil area are prevented and comprehensively managed, the safety of the slide-resistant pile foundation in the underwater soft soil slope in the construction period and the long-term operation stage is ensured, and the novel slide-resistant pile which is simple and convenient to construct, comprehensive and effective and suitable for preventing sudden landslide of the underwater soft soil slope caused by an earthquake and the construction method thereof are urgently needed.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides an anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake and a construction method thereof.
The technical scheme adopted by the invention for solving the technical problems is as follows:
the invention provides an anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake, which is used for preventing and treating the sudden fluidity landslide and the gradual fluidity landslide of the easily liquefied soft soil slope on the river alluvial plain, the river sea entrance and the continental shelf; the anti-slide pile comprises a plurality of novel steel casing cylinders, a plurality of steel casing cylinder mounting devices and a cast-in-situ bored pile main body; the cast-in-situ bored pile main body comprises a plurality of common steel casing cylinders, a reinforcement cage and concrete; all novel steel casings and all common steel casings are sequentially connected in a sealing manner from bottom to top;
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 liquefaction prevention system; the outer barrel comprises an outer barrel main body, a through hole, a grouting hole and a blade foot; the through hole and the grouting hole are uniformly distributed on the wall of the outer barrel in the 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 easy-liquefaction soft soil layer;
the steel casing installation device comprises a suction bucket, a water/air hole and a magnetic installation top cap; the suction barrel is a steel barrel with an opening at the bottom; the water/air through hole is positioned at the top of the suction barrel and is communicated with the inside of the suction barrel; the magnetic mounting top cap consists of an annular top cap and an electromagnet; the magnetic mounting top cap is fixedly connected with the top of the suction barrel in an annular welding mode through an annular top cap; the top of the suction bucket is annularly provided with an annular electromagnet; the outer diameter of the suction barrel is smaller than the inner diameter of a novel steel casing/a common steel casing to be installed; the size of the electromagnet ensures that the inner diameter of the magnetic mounting top cap after the electromagnet is mounted is consistent with the outer diameter of the steel casing to be mounted, so that the electromagnet is in close contact with the steel casing;
the automatic liquefaction prevention system comprises a pore water pressure sensor, a sensor interface, a drainage pipe interface panel, a collecting instrument, an alarm, a water pump, a grouting pipe and a grouting system; the pore water pressure sensor consists of a pore water pressure sensor probe, a sensor lead, a sensor channel and a grouting 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 grouting hole is communicated with the grouting channel; 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 top of the outer barrel is also hermetically provided with a grouting interface which is communicated with a grouting channel;
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 easily liquefied soft soil layer at the periphery of the anti-slide pile foundation collected by the collector exceeds a pore water pressure early warning value which can cause shearing damage of the easily liquefied soft soil under water, 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 at the periphery of the anti-slide pile foundation is reduced in time, and the risk of slope landslide of the easily liquefied soft soil under water and damage of the anti-slide pile foundation are eliminated;
when the single-day settlement of the pile top of the anti-slide pile is equal to one half of the allowable deformation value of the foundation or the accumulated settlement is equal to the allowable deformation value of the foundation of a building or a structure, the grouting system is connected with the grouting interface through the grouting pipe, concrete slurry is injected into the easily liquefied soft soil layer through the grouting channel and the grouting hole, the underwater easily liquefied soft soil slope is fully reinforced, the slope landslide is treated, and the foundation of the anti-slide pile is damaged.
Furthermore, the soil body destruction modes of the two types of landslide of the sudden fluidity landslide and the gradual fluidity landslide of the easy-liquefaction soft soil slope are obtained through an earthquake liquefaction dynamic triaxial test of undisturbed soil of the underwater soft soil slope; the following four figures are sequentially arranged according to the test data: axial strain-cycle number diagram, hyperstatic pore water pressure-cycle number diagram, bias stress-axial strain diagram, bias stress-average effective stress diagram;
the soil body destruction of the easy-liquefaction soft soil slope sudden flowing landslide is characterized in that:
according to the axial strain-cycle times diagram, under the action of a cycle power load, the axial strain is not obvious before the sample soil body flowing liquefaction damage occurs, and the soil body flowing liquefaction damage does not occur suddenly without signs;
according to the hyperstatic pore water pressure-cycle times diagram, the hyperstatic pore water pressure vibrates under the action of a cycle power load, the amplitude of the hyperstatic pore water pressure vibration is basically kept unchanged, and the soil body suddenly generates flowing liquefaction damage when the maximum value of the hyperstatic pore water pressure is far less than the effective confining pressure value;
according to the offset stress-axial strain diagram, under the action of a cyclic dynamic load, the axial strain is basically kept unchanged, and after the offset stress vibrates up and down, the soil body is subjected to flowing liquefaction damage without signs;
according to the partial stress-average effective stress diagram, under the action of cyclic power load, the average effective stress is continuously vibrated and reduced along with the vertical vibrating partial stress, but when the average effective stress is far from zero, the soil body is suddenly subjected to flowing liquefaction damage;
the soil body destruction of the easy-liquefaction soft soil slope progressive flowing landslide is characterized in that:
according to the axial strain-cycle number diagram, the axial strain does not vibrate up and down obviously in the initial several cycles of the action of the cyclic dynamic load; after the periodic action of a plurality of circulating power loads, the axial strain of the sample vibrates up and down along with the circulating times of the power loads, and the vibration amplitude is continuously increased until the soil body of the sample is subjected to circulating liquefaction damage;
according to the hyperstatic pore water pressure-cycle times diagram, the hyperstatic pore pressure is vibrated and increased under the action of a cyclic power load, and when the maximum value of the hyperstatic pore water pressure reaches or approaches to an effective confining pressure value, the soil body is subjected to cyclic liquefaction damage; in a plurality of cycle periods before the soil body is subjected to cyclic liquefaction damage, the amplitude of the hyperstatic pore water pressure oscillation is subjected to mutation;
according to an offset stress-axial strain diagram, at the initial stage of the action of the cyclic dynamic load, the axial strain is basically kept unchanged, and the offset stress oscillates up and down; after the periodic action of a plurality of cyclic power loads, the axial strain of the sample vibrates along with the bias stress of the vertical vibration until the soil body of the sample is subjected to cyclic liquefaction damage;
according to the bias stress-average effective stress diagram, under the action of cyclic power load, the average effective stress is continuously reduced along with the bias stress oscillating up and down; when the oscillation minimum value of the average effective stress is close to or even reaches zero value, the soil body is subjected to cyclic liquefaction damage.
Furthermore, a plurality of through holes on the outer cylinder can be distributed uniformly in a crisscross mode or uniformly distributed in a crisscross mode; grouting holes in the outer barrel are uniformly distributed in a single-row or multi-row vertical 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 and a grouting hole which are formed in the wall of the outer cylinder, hydraulic communication in the cavity between the inner cylinder and the outer cylinder should not be influenced, and a sensor channel and a grouting channel are not invaded; the drainage plate is tightly attached to the geotextile and fills a cavity between the inner cylinder and the outer cylinder; the drift diameter on the geotextile is smaller than the diameter of the soil particles of the underwater easily-liquefied 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 anti-slide pile foundation in the easily liquefied soft soil area is larger, the number of the installation groups of pore water pressure sensors on the wave-facing surface of the anti-slide pile is properly increased; the test surface of the pore water pressure sensor probe is tangent to the outer side wall of the outer cylinder and faces to the soil body of the easily liquefied soft soil layer; the sensor interface, the drain pipe interface and the grouting interface adopt a mechanical sealing interface technology, so that the sensor interface and the drain pipe interface are completely sealed at the sensor interface and the drain pipe interface panel, and the grouting interface is completely sealed and connected with the top of the outer barrel and isolated from water and gas in the external environment.
Furthermore, the inner cylinders of the adjacent novel steel casing, the sensor channels and the grouting channels are hermetically connected in a welding mode, and the penetration of the sensor channels and the grouting channels is ensured; sensor wires in the sensor channels of the adjacent novel steel casing are connected; and the drainage plate in the cavity between the inner cylinder and the outer cylinder of the adjacent novel steel casing is connected with the geotextile in a lap joint mode.
Furthermore, the height of the suction barrel meets the requirement that the bottom of the suction barrel can enter a soil body after the steel casing to be installed is connected with the installed steel casing; if no steel casing is installed, the height of the suction barrel meets the requirement that the steel casing to be installed is fixed on the steel casing installation device, and when the steel casing and the suction barrel sink due to self weight in an installation area and stop, the bottom of the suction barrel can enter a soil body.
The invention also provides a construction method of the anti-slide pile for preventing and treating the underwater soft soil slope landslide caused by the earthquake, which comprises the following steps:
(1) transporting the novel steel casing and the common steel casing assembled in a factory to a sea area needing to be installed through a barge;
inserting a first steel casing installation device into a first section of novel steel casing to enable the first section of novel steel casing to enter a magnetic installation top cap, tightly pushing an annular top cap and tightly attaching an electromagnet, starting the electromagnet, and fixing the first section of novel steel casing in the magnetic installation top cap; slowly hoisting a first steel casing installation device by using a crane, integrally hoisting the first steel casing installation device and a first section of novel steel casing fixed on the first steel casing installation device to an installation area for accurate lofting and positioning through a steel casing installation guide positioning frame, slowly immersing the first steel casing installation device in water, and keeping the first steel casing installation device vertically downwards inserted into an underwater easily-liquefied soft soil slope;
under the action of self weight, the first steel casing mounting device and the first section of novel steel casing fixed on the first steel casing mounting device sink uniformly and penetrate into the underwater easily liquefied soft soil slope; in the sinking process, the first steel casing installation device and a first section of novel steel casing fixed on the first steel casing installation device are always kept vertically downward;
(2) after the first steel casing installation device and a first section of novel steel casing fixed on the first steel casing installation device sink due to self weight and stop, the electromagnet is turned off, the suction barrel is vacuumized from a water/air hole at the top of the suction barrel, soil at the bottom in the cavity of the suction barrel is sucked into the suction barrel, and the first section of novel steel casing sinks uniformly along with the first steel casing installation device; in the sinking process, the first steel casing installation device and a first section of novel steel casing fixed on the first steel casing installation device are always kept vertically downward;
(3) when the distance between the top of the first section of novel steel casing and the water surface is 0.5-1 m, stopping vacuumizing from a water/air hole at the top of the suction barrel, and stopping the first section of novel steel casing and the first steel casing installation device from penetrating into the underwater easily-liquefied soft soil slope; injecting gas into the suction barrel at high pressure through a water/gas through hole at the top of the suction barrel, and slowly lifting the first steel casing mounting device upwards by the combined crane; stopping injecting gas into the suction barrel at high pressure when the bottom surface of the suction barrel is at a certain height away from the surface layer of the sea bed or the river bed, and slowly releasing the gas pressure in the suction barrel; when the air pressure in the suction bucket is equal to the atmospheric pressure, the first steel casing installation device is continuously lifted upwards by the crane slowly; after the first steel casing installation device is completely lifted, the first steel casing installation device is lifted away from a construction site for later use;
(4) selecting a second steel protection cylinder installation device with proper height, inserting the second steel protection cylinder installation device provided with the electromagnet into a second section of novel steel protection cylinder, enabling the second section of novel steel protection cylinder to enter a magnetic installation top cap, tightly pushing the annular top cap and tightly attaching the electromagnet, starting the electromagnet, and fixing the second section of novel steel protection cylinder in the magnetic installation top cap; slowly hoisting a second steel casing installation device by using a crane, integrally hoisting the second steel casing installation device and a second section of novel steel casing fixed on the second steel casing installation device to the upper part of a first section of novel steel casing by using a steel casing installation guide positioning frame, and ensuring that the central axis of the second steel casing installation device is superposed with the central axis of the first section of novel steel casing in the process of slowly lowering the crane; after the bottom of the second section of novel steel casing is completely coincided with the top of the first section of novel steel casing, hovering the second steel casing installation device through a crane, and connecting the second section of novel steel casing with the first section of novel steel casing in a welding and sealing manner; connecting the second section of novel steel casing with a drainage plate and a geotextile in a cavity between the inner cylinder and the outer cylinder of the first section of novel steel casing in a lap joint manner; then, the second steel casing installation device, the first section of novel steel casing and the second section of novel steel casing are fixed on the second steel casing installation device, and the second section of novel steel casing continuously sinks vertically downwards due to dead weight and penetrates into the underwater easily-liquefied soft soil slope;
(5) after the second steel casing installation device and the first section of novel steel casing and the second section of novel steel casing fixed on the second steel casing installation device sink due to dead weight and stop, the electromagnet is turned off, the suction barrel is vacuumized from a water/air hole at the top of the suction barrel, the soil body at the bottom in the cavity of the suction barrel is sucked into the suction barrel, and the first section of novel steel casing and the second section of novel steel casing sink uniformly along with the second steel casing installation device; in the sinking process, the second steel casing installation device and the first section of novel steel casing and the second section of novel steel casing fixed on the second steel casing installation device are always kept vertically downwards;
(6) when the distance between the top of the second section of novel steel casing and the water surface is 0.5-1 m, stopping vacuumizing from a water/air hole at the top of the suction barrel, and suspending the first section of novel steel casing, the second section of novel steel casing and the second steel casing installation device from penetrating into the underwater easily-liquefied soft soil slope; injecting gas into the suction barrel at high pressure through a water/gas through hole at the top of the suction barrel, and slowly lifting the second steel casing mounting device upwards by the combined crane; stopping injecting gas into the suction barrel at high pressure when the bottom surface of the suction barrel is at a certain height away from the surface layer of the sea bed or the river bed, and slowly releasing the gas pressure in the suction barrel; when the air pressure in the suction bucket is equal to the atmospheric pressure, the second steel casing installation device is continuously lifted upwards by the crane slowly; after the second steel casing installation device is completely lifted, the second steel casing installation device is lifted away from a construction site for later use;
(7) repeating the steps (4) - (6) until all the novel steel casings are connected and the underwater easily-liquefied soft soil is injected, connecting a sensor interface on the last section of novel steel casing with a lead when the distance between the top of the last section of novel steel casing and the water surface is 0.5-1 m, connecting a drainage pipe interface with a drainage pipe, and then respectively connecting the lead and the drainage pipe with an acquisition instrument and a water pump; sequentially connecting a grouting interface, a grouting pipe and a grouting system;
inserting the third steel protecting cylinder mounting device with the assembled electromagnet into the common steel protecting cylinder, enabling the common steel protecting cylinder to enter the magnetic mounting top cap, tightly supporting the annular top cap and tightly attaching to the electromagnet, starting the electromagnet, and fixing the common steel protecting cylinder in the magnetic mounting top cap; slowly hoisting a third steel casing installation device by using a crane, integrally hoisting the third steel casing installation device and the common steel casing fixed on the third steel casing installation device to the position above the last section of novel steel casing by using a steel casing installation guide positioning frame, and ensuring that the central axis of the third steel casing installation device is superposed with the central axis of the last section of novel steel casing in the process of slowly lowering the crane; suspending a third steel casing installation device by a crane after the bottom of the common steel casing is completely superposed with the top of the last section of novel steel casing, and hermetically connecting the common steel casing with the last section of novel steel casing; then, the third steel pile casing installation device, and all novel steel pile casings and common steel pile casings fixed on the third steel pile casing installation device continue to sink vertically downwards due to dead weight and penetrate into an underwater easily-liquefied soft soil slope;
(8) after the third steel casing installation device and all novel steel casings and common steel casings fixed on the third steel casing installation device sink due to dead weight and stop, the electromagnet is turned off, the suction barrel is vacuumized from a water/air hole at the top of the suction barrel, soil at the bottom in the cavity of the suction barrel is sucked into the suction barrel, and all novel steel casings and common steel casings sink uniformly along with the third steel casing installation device; in the sinking process, the third steel casing installation device and all novel steel casings and common steel casings fixed on the third steel casing installation device are always kept to be vertically downward;
(9) when the distance between the top of the common steel casing and the water surface is 0.5-1 m, stopping vacuumizing from a water/air hole at the top of the suction barrel, and stopping all novel steel casings, common steel casings and third steel casing installation devices from penetrating into the underwater easily-liquefied soft soil slope; injecting gas into the suction barrel at high pressure through a water/gas through hole at the top of the suction barrel, and slowly lifting the third steel casing installation device upwards by the combined crane; stopping injecting gas into the suction barrel at high pressure when the bottom surface of the suction barrel is at a certain height away from the surface layer of the sea bed or the river bed, and slowly releasing the gas pressure in the suction barrel; when the air pressure in the suction bucket is equal to the atmospheric pressure, the third steel casing installation device is continuously lifted upwards by the crane slowly; after the third steel casing installation device is completely lifted, the third steel casing installation device is lifted away from a construction site for later use;
in the process that the novel steel casing and the common steel casing are penetrated into the underwater easily-liquefied soft soil slope, after all through holes on the outer cylinder enter an underwater easily-liquefied soft soil layer, releasing the hyperstatic pore water pressure in a soil body at the periphery of the corresponding novel steel casing in a mode of continuously discharging water outwards through a water discharge pipe connected with a water discharge pipe connector and a water pump;
(10) repeating the steps (7) to (9) 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 and a water pump;
(11) 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;
(12) 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 easily liquefied soft soil slope and the stability of the underwater anti-skidding pile are guaranteed;
(13) 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 anti-slide pile foundation in the easily liquefied soft soil area, the normal operation of an automatic liquefaction prevention and control system on the anti-slide pile foundation is always ensured;
(14) and (3) carrying out pile top settlement monitoring on the anti-slide pile, and when the single-day settlement of the pile top is equal to half of the allowable deformation value of the foundation or the accumulated settlement is equal to the allowable deformation value of the foundation of a building or a structure, injecting concrete slurry into the easily liquefied soft soil layer through a grouting channel and a grouting hole by a grouting system connected with a grouting pipe and a grouting interface, fully reinforcing the underwater easily liquefied soft soil slope, and comprehensively treating slope landslide and anti-slide pile foundation damage.
Further, when a plurality of sections of novel steel casing barrels are needed, the novel steel casing barrels comprise a first section of steel casing barrel, a plurality of middle section steel casing barrels and a last section of steel casing barrel; the bottom of a cavity between the inner cylinder and the outer cylinder on the first section of steel casing is sealed and provided with a cutting edge, and the top of the cavity is open; the bottom and the top of a cavity between the inner cylinder and the outer cylinder of the middle section steel casing are both open; and the bottom of a cavity between the inner cylinder and the outer cylinder of the last section of steel casing is open, and the top of the cavity is sealed.
Further, in the steps (2), (5) and (8), when the suction barrel is vacuumized from the water/air hole at the top of the suction barrel, the bottom of the suction barrel of the steel casing installation device completely enters underwater soft soil; in the steps (3), (6) and (9), the distance a between the bottom surface of the suction bucket and the surface layer of the sea bed or the river bed is determined by the total weight G of the steel casing installation device, the air pressure value P in the suction bucket, the unit height frictional resistance F between the soil body in the suction bucket and the inner side wall of the suction bucket and the buoyancy F of the suction bucket, wherein a is (F + P-G)/F; in the step (10), after the bottom of the steel casing penetrates to the designed elevation, all through holes on the outer cylinder of the novel steel casing should completely enter the soft soil layer easy to liquefy underwater.
Furthermore, the heights of the second steel pile casing installation device and the third steel pile casing installation device are required to meet the requirement that the bottoms of the second pile steel pile casing installation device and the third steel pile casing installation device enter a soil body after the connected steel pile casings sink due to self weight; when the steel casing of the slide pile in the single easily-liquefied soft soil region is installed, the second steel casing installation device can be realized by welding a section of steel casing with the inner diameter and the outer diameter consistent with those of the suction barrel at the bottom of the suction barrel of the first steel casing installation device in a sealing manner, and the third steel casing installation device can be realized by welding a section of steel casing with the inner diameter and the outer diameter consistent with those of the suction barrel at the bottom of the suction barrel of the second steel casing installation device in a sealing manner; if the anti-skid drilling grouting pile group foundation construction in the easy-to-liquefy soft soil area is adopted, the steel pile casings of the anti-skid piles in the easy-to-liquefy soft soil area can be installed in a mode that the first steel pile casing installation device, the second steel pile casing installation device, the third steel pile casing installation device and other steel pile casing installation devices alternately perform water flow operation.
Compared with the prior art, the invention has the beneficial effects that:
1. the steel casing with the automatic liquefaction prevention and control system is adopted, the pore water pressure in the soil body at the periphery of the anti-slide pile foundation can be automatically adjusted in the construction and operation stages of the anti-slide pile foundation in the easily liquefied soft soil area, and aiming at the conditions that the hyperstatic pore water pressure in the underwater easily liquefied soft soil reaches the early warning value of the pore water pressure of soil body shearing damage possibly caused by wave load, upper structure working load, earthquake, storm surge and other conditions, the alarm can give an alarm and automatically start the water pump to pump water, the pore water pressure in the underwater soft soil at the periphery of the anti-slide pile foundation is timely reduced, the slope landslide risk of the underwater easily liquefied soft soil is effectively reduced, and the engineering safety of the anti-slide pile foundation and the upper structure thereof is ensured.
Aiming at the serious condition of the liquefaction and damage of underwater soft soil caused by strong earthquake, the pile top settlement development of the novel anti-slide pile is too fast or the settlement amount is too large only by reducing the pore water pressure in the underwater soft soil at the periphery of the anti-slide pile foundation, then the underwater easy-liquefaction soft soil slope is fully reinforced by injecting concrete slurry, and the underwater soft soil slope landslide and the damage of the anti-slide pile foundation are deeply managed.
2. According to the method, the easily liquefied soft soil area is determined according to geological survey data, and the drainage through holes and the grouting holes are uniformly distributed on the novel steel casing outer barrel of the anti-skid pile foundation in the area, and are only located in the easily liquefied soft soil area. The adjacent vertical drainage through holes can be distributed vertically and horizontally uniformly or distributed vertically and horizontally in a staggered and uniform manner, and are fully contacted with the easily liquefied soft soil; on one hand, the adverse effect of the opening hole on the strength and rigidity of the outer cylinder of the steel pile casing is favorably reduced, and on the other hand, the landslide hazard of the easily liquefied soft soil slope at the periphery of the anti-slide pile foundation during construction and in the operation stage is favorably and efficiently prevented and treated.
The vertical single-row or multi-row grouting holes are vertically and uniformly distributed on the steel casing outer cylinder of the automatic liquefaction prevention and control system in the easily liquefied soft soil in a single-row or multi-row mode, and the steel casing outer cylinder is in overall contact with the liquefied soil body and is used for treating the soft soil liquefaction landslide.
3. The method is used for monitoring the pile top settlement of the novel anti-slide pile for preventing and treating sudden landslide of the underwater soft soil slope caused by earthquake, is used for analyzing the characteristics of pore water pressure response and pile top settlement in the easily liquefied soft soil slope around the anti-slide pile foundation under the earthquake disaster condition by combining the earthquake magnitude and the information of the pile periphery pore water pressure change database, is used for carrying out scientific research related to the mechanical property and the failure mechanism of the easily liquefied soft soil, and provides certain reference and guidance for the design, construction and maintenance of the anti-slide pile foundation in other easily liquefied soft soil areas in the area or similar areas.
Drawings
FIG. 1(a) is a schematic axial strain-cycle number plot for a sudden-mobility underwater soft soil slope landslide type;
FIG. 1(b) is a schematic of ultra-static pore water pressure versus cycle number for a sudden-mobility underwater soft soil slope landslide type;
FIG. 1(c) is a schematic of the offset stress-axial strain for a sudden-flow underwater soft soil slope landslide type;
FIG. 1(d) is a schematic of the bias stress-mean effective stress for a sudden-flow underwater soft soil slope landslide type;
FIG. 2(a) is a schematic axial strain-cycle number plot for a progressive flow underwater soft soil slope landslide type;
FIG. 2(b) is a schematic representation of the hyperstatic pore water pressure-cycle number for a progressive flow underwater soft soil slope landslide type;
FIG. 2(c) is a schematic of the offset stress-axial strain for a progressive flow underwater soft soil slope landslide type;
FIG. 2(d) is a schematic of the bias stress-mean effective stress for a progressive flow underwater soft soil slope landslide type;
FIG. 3 is a top view of the novel steel casing of the slide-resistant pile of the present invention;
FIG. 4 is a side view of the novel steel casing of the friction pile of the present invention;
FIG. 5 is a cross-section AA of FIG. 3;
FIG. 6 is a BB section of FIG. 4;
FIG. 7 is a top view of the steel casing mounting device of the slide-resistant pile of the present invention;
fig. 8 is a side view of a steel casing installation apparatus of the slide pile of the present invention;
FIG. 9 is a section CC of FIG. 7;
FIG. 10(a) is a schematic diagram of a first section of novel steel casing being hoisted to an installation position;
FIG. 10(b) is a schematic view of the installation of a first section of novel steel casing;
fig. 10(c) is a schematic diagram of the first steel casing mounting device removed;
FIG. 10(d) is a schematic view of a second section of the novel steel casing being hoisted to an installation position;
FIG. 10(e) is a schematic view of the installation of a second section of novel steel casing;
fig. 10(f) is a schematic diagram of the second steel casing mounting device removed;
FIG. 10(g) is a schematic diagram of a conventional steel casing being hoisted to an installation position;
FIG. 10(h) is a schematic view of the installation of a conventional steel casing;
fig. 10(i) is a schematic diagram of the third steel casing mounting device removed;
fig. 10(j) is a schematic view showing the completion of the installation of the steel casing of the slide-resistant pile foundation of the present invention;
fig. 10(k) is a schematic view of installation of a reinforcement cage in a steel casing of the slide-resistant pile foundation of the present invention;
FIG. 10(l) is a schematic view of concrete placement in a steel casing of the slide-resistant pile foundation of the present invention;
in the figure, an inner cylinder 1, an outer cylinder 2, an outer cylinder main body 2-1, a through hole 2-2, a grouting hole 2-3, a cutting edge 2-4, a cavity 3 between the inner cylinder and the outer cylinder, a drainage plate 3-1, a geotextile 3-2, a pore water pressure sensor probe 4-1, a sensor lead 4-2, a sensor channel 4-3, a grouting channel 4-4, a sensor interface and a drainage pipe panel 5, the device comprises a sensor interface 5-1, a drain pipe interface 5-2, a grouting interface 5-3, a steel casing installation device 6, a suction barrel 6-1, a water/air hole 6-2, a magnetic installation top cap 6-3, an annular top cap 6-3-1, an electromagnet 6-3-2, a soil body 7, a common steel casing 8, a reinforcement cage 9 and concrete 10.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
The invention provides an anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake, which is used for preventing and treating the sudden fluidity landslide and the gradual fluidity landslide of the easily liquefied soft soil slope on a river alluvial plain, a river sea entrance and a continental shelf.
The soil body destruction forms of the sudden fluidity landslide and the gradual fluidity landslide of the easy liquefaction soft soil slope are obtained through an earthquake liquefaction dynamic triaxial test of undisturbed soil of the underwater soft soil slope; the following four figures are sequentially arranged according to the test data: (a) axial strain (ordinate) -cycle number (abscissa) plots, as shown in fig. 1(a), plots2 (a); (b) hyperstatic pore water pressure (ordinate) -cycle number (abscissa) as shown in fig. 1(b), fig. 2 (b); (c) bias stress (ordinate) -axial strain (abscissa) plots, as shown in fig. 1(c), fig. 2 (c); (d) bias stress (ordinate) -mean effective stress (abscissa) plots, as shown in fig. 1(d), fig. 2 (d); the axial strain is the ratio of the axial deformation to the initial height of the sample; the hyperstatic pore water pressure is the pore water pressure u and the saturation back pressure u of the sample under the condition of cyclic power load0A difference of (d); the bias stress is equal to the difference between the axial pressure and the confining pressure; 1/3, the average effective stress is the sum of the effective axial pressure and 2 times of the effective confining pressure; the effective axial pressure is axial pressure and saturated back pressure u0A difference value; the effective confining pressure is confining pressure and saturated back pressure u0The difference value.
Firstly, as shown in fig. 1(a) -1 (d), the sample soil body destruction form is typical flowing liquefaction, which is mainly characterized in that the sample soil body is destroyed suddenly without obvious signs, and the destruction develops extremely rapidly, namely, the soil body is severely deformed until collapse within a short time after the destruction is triggered; the landslide type corresponding to the damage form is a sudden flowing landslide; the soil body destruction of the sudden flowing landslide of the easy liquefaction soft soil slope is characterized in that:
as shown in fig. 1(a) axial strain (ordinate) -cycle number (abscissa) diagram, under the action of a cyclic dynamic load, the axial strain is not obvious before the occurrence of the flow liquefaction damage of the sample soil body, and the flow liquefaction damage of the soil body is sudden without signs;
as shown in a diagram of hyperstatic pore water pressure (ordinate) -cycle frequency (abscissa) in fig. 1(b), the hyperstatic pore water pressure vibrates under the action of a cyclic power load, the amplitude of the hyperstatic pore water pressure vibration is basically kept unchanged, and the soil body suddenly generates flowing liquefaction damage when the maximum value of the hyperstatic pore water pressure is far less than an effective confining pressure value;
as shown in a graph of the offset stress (ordinate) -axial strain (abscissa) in fig. 1(c), under the action of a cyclic dynamic load, the axial strain is basically kept unchanged, and after the offset stress vibrates up and down, the soil body is subjected to flowing liquefaction failure without any sign;
as shown in fig. 1(d), the offset stress (ordinate) -average effective stress (abscissa) graph, under the action of the cyclic dynamic load, the average effective stress is continuously vibrated and reduced along with the offset stress which is vibrated up and down, but when the average effective stress is far from zero, the soil body is suddenly subjected to flowing liquefaction damage;
secondly, as shown in the figures 2(a) to 2(d), the sample soil body circulation liquefaction damage is generated after the soil body strength is softened under the circulation power load, and the corresponding landslide type is a gradual fluidity landslide; the soil body destruction of the easy liquefaction soft soil slope progressive fluidity landslide is characterized in that:
as shown in fig. 2(a) axial strain (ordinate) -cycle number (abscissa) diagram, the axial strain does not oscillate up and down significantly during the initial periods of the cyclic dynamic loading; after the periodic action of a plurality of circulating power loads, the axial strain of the sample vibrates up and down along with the circulating times of the power loads, and the vibration amplitude is continuously increased until the soil body of the sample is subjected to circulating liquefaction damage;
as shown in a diagram of hyperstatic pore water pressure (ordinate) -cycle frequency (abscissa) in fig. 2(b), the hyperstatic pore pressure vibrates and increases under the action of a cyclic power load, and when the maximum value of the hyperstatic pore water pressure reaches (or approaches) an effective confining pressure value, the soil body is subjected to cyclic liquefaction damage; in a plurality of cycle periods before the soil body is subjected to cyclic liquefaction damage, the amplitude of the hyperstatic pore water pressure oscillation is subjected to mutation;
as shown in the graph of the offset stress (ordinate) -axial strain (abscissa) in fig. 2(c), in the initial stage of the action of the cyclic dynamic load, the axial strain is basically kept unchanged, and the offset stress oscillates up and down; after the periodic action of a plurality of cyclic power loads, the axial strain of the sample vibrates along with the bias stress of the vertical vibration until the soil body of the sample is subjected to cyclic liquefaction damage;
as shown in fig. 2(d), the offset stress (ordinate) -the average effective stress (abscissa), under the action of the cyclic dynamic load, the average effective stress is continuously reduced along with the offset stress of the up-and-down oscillation; when the oscillation minimum value of the average effective stress is close to or even reaches zero value, the soil body is subjected to cyclic liquefaction damage.
The anti-slide pile for preventing and treating the underwater soft soil slope landslide caused by the earthquake comprises a plurality of novel steel casing, a plurality of steel casing mounting devices 6 and a bored pile main body, wherein the steel casing mounting devices are arranged on the steel casing main body; the cast-in-situ bored pile main body comprises a plurality of common steel casing cylinders 8, a reinforcement cage 9 and concrete 10; all the novel steel casing and all the common steel casing 8 are sequentially connected in a sealing way from bottom to top;
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 liquefaction prevention system; the outer barrel 2 comprises an outer barrel main body 2-1, a through hole 2-2, a grouting hole 2-3 and a blade leg 2-4; the through hole 2-2 and the grouting hole 2-3 are circumferentially and uniformly distributed on the wall of the outer barrel 2; the cutting edge legs 2-4 are arranged at the lower end ports of the cavity 3 between the inner cylinder and the outer cylinder 2 and are 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 easy-liquefaction soft soil layer;
the steel casing installation device 6 comprises a suction barrel 6-1, a water/air through hole 6-2 and a magnetic installation top cap 6-3; the suction barrel 6-1 is a steel barrel with an opening at the bottom; the water/air through hole 6-2 is positioned at the top of the suction barrel 6-1 and is communicated with the inside of the suction barrel 6-1; the magnetic mounting top cap 6-3 consists of an annular top cap 6-3-1 and an electromagnet 6-3-2; the magnetic mounting top cap 6-3 is fixedly connected with the top of the suction barrel 6-1 in an annular welding mode through the annular top cap 6-3-1; the top of the suction barrel 6-1 is annularly provided with an annular electromagnet 6-3-2; the outer diameter of the suction bucket 6-1 is smaller than the inner diameter of a novel steel casing/common steel casing 8 to be installed; the size of the electromagnet 6-3-2 ensures that the inner diameter of the magnetic mounting top cap 6-3 after the electromagnet 6-3-2 is mounted is consistent with the outer diameter of the steel casing to be mounted, so that the electromagnet 6-3-2 is in close contact with the steel casing; the specifications of the annular top cap 6-3-1 and the electromagnet 6-3-2 in the magnetic mounting top cap 6-3 are determined by the inner diameter and the weight of the steel casing to be mounted;
the automatic liquefaction prevention system comprises a pore water pressure sensor, a sensor interface, a drainage pipe interface panel 5, a collecting instrument, an alarm, a water pump, a grouting pipe and a grouting system; the pore water pressure sensor consists of a pore water pressure sensor probe 4-1, a sensor lead 4-2, a sensor channel 4-3 and a grouting channel 4-4; 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 grouting holes 2-3 are communicated with the grouting channels 4-4; 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 the cavity 3 between the inner cylinder and the outer cylinder and is connected with the water pump through a drainage pipe; the sensor interface 5-1 is connected with an acquisition instrument through a lead; the top of the outer barrel 2 is also hermetically provided with a grouting interface 5-3, and the grouting interface 5-3 is communicated with a grouting channel 4-4;
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 easily liquefied soft soil layer at the periphery of the anti-slide pile foundation collected by the collector exceeds a pore water pressure early warning value which can cause shearing damage of the easily liquefied soft soil under water, 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 at the periphery of the anti-slide pile foundation is reduced in time, and the risk of slope landslide of the easily liquefied soft soil under water and damage of the anti-slide pile foundation are eliminated;
when the single-day settlement of the pile top of the anti-slide pile is equal to one half of the allowable deformation value of the foundation or the accumulated settlement is equal to the allowable deformation value of the foundation of a building or a structure, the grouting system is connected with a grouting interface 5-3 through a grouting pipe, concrete is injected into the easily liquefied soft soil layer through a grouting channel 4-4 and a grouting hole 2-3, the underwater easily liquefied soft soil slope is fully reinforced, slope landslide is treated, and the foundation damage of the anti-slide pile is avoided.
Specifically, a plurality of through holes 2-2 on the outer cylinder 2 can be distributed uniformly in a crisscross manner or uniformly distributed in a crisscross manner; the grouting holes 2-3 on the outer barrel 2 are uniformly distributed in a single row or multiple rows vertically, and the number of the rows of the grouting holes 2-3 is determined by the diameter of the anti-slide pile; 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 and a grouting hole 2-3 which are arranged on the cylinder wall of the outer cylinder 2, the hydraulic communication in the cavity 3 between the inner cylinder and the outer cylinder should not be influenced, and a sensor channel 4-3 and a grouting channel 4-4 are not invaded; 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 underwater easily liquefied soft soil layer soil particles.
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 anti-slide pile foundation in the easily liquefied soft soil area is larger, the number of the installation groups of pore water pressure sensors on the wave-facing surface of the anti-slide 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 easily liquefied soft soil layer; the sensor interface 5-1, the drain pipe interface 5-2 and the grouting interface 5-3 adopt a mechanical seal interface technology to ensure that the sensor interface 5-1 and the drain pipe interface 5-2 are completely sealed at the sensor interface and the drain pipe interface panel 5, and the grouting interface 5-3 is completely sealed and connected with the top of the outer barrel 2 and isolated from water and gas in the external environment; the reserved lengths of the lead, the drain pipe and the grouting pipe are determined according to the embedding depth of the steel casing and the positions of the acquisition instrument, the water pump and the grouting system.
Specifically, inner cylinders 1, sensor channels 4-3 and grouting channels 4-4 of adjacent novel steel casing cylinders are hermetically connected in a welding mode, and the penetration of the sensor channels 4-3 and the grouting channels 4-4 is ensured; sensor wires 4-2 in the sensor channels 4-3 of the adjacent novel steel casing are connected; the drainage plate 3-1 and the geotextile 3-2 in the cavity 3 between the inner cylinder and the outer cylinder of the adjacent novel steel casing are connected in a lap joint mode.
Specifically, the height of the suction bucket 6-1 is such that the bottom of the suction bucket 6-1 can enter the soil body after the steel casing to be installed is connected with the installed steel casing; if no steel casing is installed, the height of the suction barrel 6-1 meets the requirement that the steel casing to be installed is fixed on the steel casing installation device 6, and when the steel casing to be installed sinks under the dead weight of an installation area and stops, the bottom of the suction barrel 6-1 can enter the soil body.
Specific test steps for obtaining soil body destruction forms of two types of landslide, namely sudden flowing landslide and gradual flowing landslide of the easily liquefied soft soil slope through an earthquake liquefaction dynamic triaxial test of undisturbed soil of the underwater soft soil slope are provided below, but not limited to:
(1) aiming at river alluvial plains of landslide types to be investigated, river estuaries and underwater easy-to-liquefy soft soil slopes on continental shelves, a drilling soil sampler is adopted for on-site soil sampling, and the drilling soil sampler is kept vertically downward; cutting a soil sample obtained by the soil sampler to a GDS dynamic triaxial test standard sample, and ensuring that the bottom surface and the top surface of the sample are smooth; sleeving a rubber film on a sample mounting bottom cap of a GDS movable triaxial sample base, fixing the rubber film by using a rubber ring, and then placing the sample on the GDS movable triaxial sample mounting bottom cap to ensure that the central axis of the sample passes through the center of the GDS movable triaxial sample mounting bottom cap; after the rubber film is sleeved on the sample, a sample top cap is horizontally arranged at the top of the sample, and after the rubber film is tightly sleeved on the sample top cap, the rubber film is fixed by a rubber ring to finish the installation step of the sample;
specifically, the GDS dynamic triaxial test standard sample is a cylinder, the diameter of the bottom surface of the GDS dynamic triaxial test standard sample is consistent with that of the mounting bottom cap of the GDS dynamic triaxial test sample, and the height of the GDS dynamic triaxial test standard sample meets the requirement of the GDS dynamic triaxial device on the height of the test sample; the GDS dynamic triaxial test standard sample is weak water permeability soil (namely, when the soil body of the sample is poor in permeability (the permeability coefficient is less than 10)-6cm/s), the filter paper strips should be uniformly adhered in a grid pattern on the side of the cylindrical sample at equal intervals.
(2) Connecting an airless presaturation fitting with a sample bottom communication valve, connecting the bottom of a negative pressure presaturation fitting after water injection with a sample top communication valve, and connecting the top of the negative pressure presaturation fitting with a vacuum pump; after sufficient non-aqueous water is injected into the non-aqueous pre-saturation fitting, a communicating valve at the bottom of the sample is slowly opened, the non-aqueous water in the non-aqueous pre-saturation fitting is continuously and slowly injected into the sample under the action of stable negative pressure, and bubbles are uniformly and slowly emitted from the negative pressure pre-saturation fitting; after the bubbles in the negative pressure pre-saturation fitting completely disappear, continuously injecting the non-air water for 30min, then simultaneously closing the bottom communicating valve and the top communicating valve of the sample, and then closing the vacuum pump to complete the pre-saturation step of the sample; the negative pressure pre-saturation fitting should ensure the air tightness thereof; the airless water in the airless water pre-saturation fitting can be replenished as required in the process of introducing the airless water to the sample.
(3) Hermetically installing a GDS movable triaxial confining pressure cover on a GDS movable triaxial sample base, and filling airless water into the confining pressure cover; connecting a confining pressure communicating valve on a GDS movable triaxial sample base with a confining pressure controller, and connecting a sample bottom communicating valve and a sample top communicating valve with the same back pressure controller; designing the permeability characteristic of a slope soil sample under the filling density condition according to an underwater soft soil slope, setting a reasonable back pressure and confining pressure loading program of the sample in a GDS control system, wherein the back pressure and confining pressure loading rates in the sample saturation process are the same, and the confining pressure is always 10kPa greater than the back pressure; opening a sample bottom communication valve, a sample top communication valve and a confining pressure communication valve, automatically regulating and controlling a confining pressure controller and a back pressure controller through a GDS control system, and applying confining pressure and back pressure to the sample according to a set back pressure and confining pressure loading program until a saturated confining pressure P is reached0And saturation back pressure u0(ii) a Keeping the sample for a period of time under the conditions of saturated confining pressure and saturated back pressure, and finishing the step of back pressure saturation of the sample when the GDS control system detects that the pore water pressure coefficient B of the sample is more than or equal to 0.98; closing the bottom communicating valve of the sample and the top communicating valve of the sample, and thus, completing the saturation of the sample;
the loading rate of the back pressure and the confining pressure set in the back pressure and confining pressure loading program can be realized by a back pressure loading pre-experiment; the steps of the back pressure loading pre-experiment are as follows: firstly, connecting a confining pressure communicating valve with a confining pressure controller, connecting a sample top communicating valve with a back pressure controller, closing the sample bottom communicating valve, opening a GDS control system, and reading data of a sample bottom pore water pressure sensor in real time through the GDS control system; secondly, slowly increasing the confining pressure of the sample to 20kPa at a constant speed by a confining pressure controller, applying 10kPa back pressure to the top of the sample by a back pressure controller and a communicating valve at the top of the sample, and observing the acquired pore water pressure data at the bottom of the sample; recording the time interval T(s) for increasing the pore water pressure value at the bottom of the sample from 0kPa to 10kPa, and determining the loading rate of the back pressure and the confining pressure to be 10/T (kPa/s);
the saturated confining pressure P0And saturation back pressure u0Typically 310kPa and 300kPa, respectively; the setting of the saturated confining pressure, the saturated back pressure and the application time of the saturated confining pressure and the saturated back pressure ensures that the pore water pressure coefficient B of the sample can meet the requirement of sample saturation, namely the pore water pressure coefficient B is more than or equal to 0.98.
(4) Determining the axial pressure P of the sample according to the hydrogeological condition of the underwater soft soil slope and the buried depth condition of the test soil samplezConfining pressure PwAnd pore water pressure usFrom which the effective stress of the specimen, including the effective axial pressure σ, will be obtainedz’＝Pz-usAnd effective confining pressure σw’＝Pw-us(ii) a A back pressure controller is arranged to keep the back pressure value of the sample to be saturated back pressure u all the time in the sample consolidation process0Opening a communicating valve at the top of the sample when the value is unchanged; according to the principle of effective stress control, at saturation confining pressure P0And saturation back pressure u0On the basis of the method, axial pressure and confining pressure are applied to the sample according to a set axial pressure and confining pressure loading program, and axial deformation and volume change (consolidation drainage volume) of the sample are collected and recorded until consolidation axial pressure and consolidation confining pressure are achieved; the sample is kept for a period of time under the conditions of consolidation axial pressure and consolidation confining pressure, and axial deformation and volume change (consolidation drainage volume) of the sample are collected and recorded, so that the sample is consolidated under the initial shear stress state;
specifically, when the soil body of the sample is poor in permeability (the permeability coefficient is less than 10)-6cm/s), opening a sample bottom communicating valve and a sample top communicating valve simultaneously; said has an effectThe principle of force control means that the effective stress of the solidified sample is consistent with the effective stress of an underwater soft soil slope field where the sample is located; the loading rate of the axial pressure and the confining pressure set in the axial pressure and confining pressure loading program is consistent with the loading rate of the back pressure and the confining pressure adopted in the sample back pressure saturation process; the value of the consolidation axial pressure is u0+σz'; the consolidation confining pressure has a value of u0+σw'; the judgment standard for the completion of consolidation of the sample in the initial shear stress state is as follows: under the conditions of consolidation axial pressure and consolidation confining pressure, the volume deformation of the sample within 1 hour is less than 0.05 percent, and the pore water pressure value measured by the sample is equal to the saturation back pressure u0The value is obtained.
(5) According to the initial shear stress tau of the soil sample of the underwater soft soil slope testsAnd the action rule of the circulating power load, the circulating power load is applied to the sample by setting a power loading program, and the data of axial deformation, volume deformation, axial pressure, confining pressure and pore water pressure change of the sample are automatically recorded and stored by a GDS dynamic triaxial data acquisition device;
specifically, the cyclic power load comprises a piling vibration load in pile foundation construction, a traffic cyclic load around an underwater soft soil slope, a seismic cyclic power load and the like; the initial shear stress τ s1/2 being the difference between the consolidation axial pressure and the consolidation confining pressure; if the cyclic power load is pile driving vibration load in pile foundation construction and traffic cyclic load around the coastal underwater soft soil slope, the amplitude q of the cyclic power load applied to the test samplecycThe actual action amplitude of the pile driving vibration load in pile foundation construction and the traffic circulation load around the underwater soft soil slope is obtained; if the amplitude is the earthquake cyclic power load, the amplitude q of the cyclic power load applied to the samplecycAccording to the reference (Young T L, Idris I M. Liqueaspect resistance of resources: summary report from the 1996 NCEER and 1998 NCEER/NSF works on evaluation of resources J]Journal of geoengineering and geoenvironmental engineering,2001,127(4): 297 and 313.) of the method for calculating the amplitude of the seismic cyclic stress in the soil under the action of the seismic load; said applying to the sampleThe equilibrium position of the earthquake cycle dynamic load is positioned at the initial bias stress qsAt a value; the initial bias stress qsThe difference value of the consolidation axial pressure and the consolidation confining pressure is obtained; the circulating power load applied to the sample by the set power loading program is an axial circulating power load; the shaft pressure is a circulating power load; the confining pressure is generally kept constant and has a value equal to the consolidation confining pressure.
(6) According to the collected test data, analyzing the test result, and sequentially sorting out the following four graphs: axial strain-cycle number diagram, hyperstatic pore water pressure-cycle number diagram, bias stress-axial strain diagram, bias stress-average effective stress diagram.
The invention provides a construction method of an anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake, which comprises the following steps:
(1) transporting the novel steel casing and the common steel casing 8 assembled in a factory to a sea area needing to be installed through a barge;
inserting a first steel casing installation device into a first section of novel steel casing, enabling the first section of novel steel casing to enter a magnetic installation top cap 6-3, tightly pushing an annular top cap 6-3-1 and tightly attaching to an electromagnet 6-3-2, starting the electromagnet 6-3-2, and fixing the first section of novel steel casing in the magnetic installation top cap 6-3; as shown in fig. 10(a), a crane is used to slowly lift the first steel casing installation device, and after the first steel casing installation device and the first section of novel steel casing fixed thereon are integrally hoisted to an installation area for accurate lofting and positioning through the steel casing installation guide positioning frame, the first steel casing installation device is slowly immersed in water and is kept vertically downwards to be inserted into an underwater easy-liquefaction soft soil slope;
under the action of self weight, the first steel casing mounting device and the first section of novel steel casing fixed on the first steel casing mounting device sink uniformly and penetrate into the underwater easily liquefied soft soil slope; in the sinking process, the first steel casing installation device and a first section of novel steel casing fixed on the first steel casing installation device are always kept vertically downward;
(2) after the first steel casing installation device and a first section of novel steel casing fixed on the first steel casing installation device sink due to self weight and stop, turning off the electromagnet 6-3-2, as shown in fig. 10(b), vacuumizing from a water/air hole 6-2 at the top of the suction barrel 6-1, sucking the soil body 7 at the bottom in the cavity into the suction barrel 6-1, and enabling the first section of novel steel casing to sink uniformly along with the first steel casing installation device; in the sinking process, the first steel casing installation device and a first section of novel steel casing fixed on the first steel casing installation device are always kept vertically downward;
(3) when the distance between the top of the first section of novel steel casing and the water surface is 0.5-1 m, stopping vacuumizing from a water/air hole 6-2 at the top of a suction barrel 6-1, and suspending the first section of novel steel casing and a first steel casing installation device from penetrating into an underwater easily-liquefied soft soil slope; as shown in fig. 10(c), high-pressure gas is injected into the suction bucket 6-1 through the water/gas through hole 6-2 at the top of the suction bucket 6-1, and the combined crane slowly lifts the first steel casing installation device upwards; when the bottom surface of the suction barrel 6-1 is at a certain height from the surface layer of the sea bed or the river bed, stopping injecting gas into the suction barrel 6-1 at high pressure, and slowly releasing the gas pressure in the suction barrel 6-1; when the air pressure in the suction bucket 6-1 is equal to the atmospheric pressure, the first steel casing installation device is continuously lifted upwards by the crane slowly; after the first steel casing installation device is completely lifted, the first steel casing installation device is lifted away from a construction site for later use;
(4) selecting a second steel casing installation device with proper height, inserting the second steel casing installation device provided with the electromagnet 6-3-2 into a second section of novel steel casing, enabling the second section of novel steel casing to enter a magnetic installation top cap 6-3, tightly pushing the annular top cap 6-3-1 and tightly attaching the electromagnet 6-3-2, starting the electromagnet 6-3-2, and fixing the second section of novel steel casing in the magnetic installation top cap 6-3; as shown in fig. 10(d), a crane is used to slowly lift the second steel casing installation device, the second steel casing installation device and a second section of novel steel casing fixed thereon are integrally hoisted to the upper side of the first section of novel steel casing through the steel casing installation guide positioning frame, and the central axis of the second steel casing installation device is ensured to coincide with the central axis of the first section of novel steel casing in the process of slowly lowering the crane; after the bottom of the second section of novel steel casing is completely coincided with the top of the first section of novel steel casing, hovering the second steel casing installation device through a crane, and connecting the second section of novel steel casing with the first section of novel steel casing in a welding and sealing manner; connecting a second section of novel steel casing with a drainage plate 3-1 and a geotextile 3-2 in a cavity 3 between an inner cylinder and an outer cylinder of a first section of novel steel casing in a lap joint manner; then, the second steel casing installation device, the first section of novel steel casing and the second section of novel steel casing are fixed on the second steel casing installation device, and the second section of novel steel casing continuously sinks vertically downwards due to dead weight and penetrates into the underwater easily-liquefied soft soil slope;
(5) after the second steel casing installation device and the first section of novel steel casing and the second section of novel steel casing fixed on the second steel casing installation device sink due to dead weight and stop, the electromagnet 6-3-2 is turned off, as shown in fig. 10(e), the top of the suction barrel 6-1 is vacuumized through the water/air hole 6-2, the suction barrel 6-1 sucks the soil body 7 at the bottom in the cavity into the barrel, and the first section of novel steel casing and the second section of novel steel casing sink uniformly along with the second steel casing installation device; in the sinking process, the second steel casing installation device and the first section of novel steel casing and the second section of novel steel casing fixed on the second steel casing installation device are always kept vertically downwards;
(6) when the distance between the top of the second section of novel steel casing and the water surface is 0.5-1 m, stopping vacuumizing from a water/air hole 6-2 at the top of a suction barrel 6-1, and suspending the first section of novel steel casing, the second section of novel steel casing and a second steel casing installation device from penetrating into the underwater easily-liquefied soft soil slope; as shown in fig. 10(f), high-pressure gas is injected into the suction bucket 6-1 through the water/gas through hole 6-2 at the top of the suction bucket 6-1, and the combined crane slowly lifts the second steel casing installation device upwards; when the bottom surface of the suction barrel 6-1 is at a certain height from the surface layer of the sea bed or the river bed, stopping injecting gas into the suction barrel 6-1 at high pressure, and slowly releasing the gas pressure in the suction barrel 6-1; when the air pressure in the suction bucket 6-1 is equal to the atmospheric pressure, the second steel casing installation device is continuously hoisted upwards by the crane slowly; after the second steel casing installation device is completely lifted, the second steel casing installation device is lifted away from a construction site for later use;
(7) repeating the steps (4) - (6) until all the novel steel casings are connected and are injected into the underwater easily-liquefied soft soil, connecting a sensor interface 5-1 on the last section of novel steel casing with a lead when the distance from the top of the last section of novel steel casing to the water surface is 0.5-1 m, connecting a drainage pipe interface 5-2 with a drainage pipe, and then respectively connecting the lead and the drainage pipe with an acquisition instrument and a water pump; sequentially connecting a grouting interface 5-3, a grouting pipe and a grouting system;
inserting the third steel protecting cylinder mounting device assembled with the electromagnet 6-3-2 into the common steel protecting cylinder 8, enabling the common steel protecting cylinder 8 to enter the magnetic mounting top cap 6-3, tightly supporting the annular top cap 6-3-1 and tightly attaching to the electromagnet 6-3-2, starting the electromagnet 6-3-2, and fixing the common steel protecting cylinder 8 in the magnetic mounting top cap 6-3; as shown in fig. 10(g), a crane is used to slowly lift the third steel casing installation device, the third steel casing installation device and the common steel casing 8 fixed thereon are integrally hoisted to the upper side of the last section of novel steel casing through the steel casing installation guide positioning frame, and the central axis of the third steel casing installation device is ensured to coincide with the central axis of the last section of novel steel casing in the process of slowly lowering the crane; after the bottom of the common steel casing 8 is completely coincided with the top of the last section of novel steel casing, suspending a third steel casing installation device by a crane, and hermetically connecting the common steel casing 8 with the last section of novel steel casing; then, the third steel pile casing installation device and all novel steel pile casings and common steel pile casings 8 fixed on the third steel pile casing installation device continue to sink vertically downwards due to dead weight and penetrate into an underwater easily-liquefied soft soil slope;
(8) after the third steel casing installation device and all novel steel casings and common steel casings 8 fixed on the third steel casing installation device sink due to dead weight and stop, turning off the electromagnet 6-3-2, as shown in fig. 10(h), vacuumizing from a water/air hole 6-2 at the top of the suction barrel 6-1, sucking the soil body 7 at the bottom in the cavity into the suction barrel 6-1, and enabling all novel steel casings and common steel casings 8 to sink uniformly along with the third steel casing installation device; in the sinking process, the third steel casing installation device and all novel steel casings and common steel casings 8 fixed on the third steel casing installation device are always kept to be vertically downward;
(9) when the distance between the top of the common steel casing 8 and the water surface is 0.5-1 m, stopping vacuumizing from a water/air hole 6-2 at the top of the suction barrel 6-1, and suspending all novel steel casings, the common steel casing 8 and a third steel casing installation device from penetrating into an underwater easily-liquefied soft soil slope; as shown in fig. 10(i), high-pressure gas is injected into the suction bucket 6-1 through a water/gas through hole 6-2 at the top of the suction bucket 6-1, and the combined crane slowly lifts the third steel casing installation device upwards; when the bottom surface of the suction barrel 6-1 is at a certain height from the surface layer of the sea bed or the river bed, stopping injecting gas into the suction barrel 6-1 at high pressure, and slowly releasing the gas pressure in the suction barrel 6-1; when the air pressure in the suction bucket 6-1 is equal to the atmospheric pressure, the third steel casing installation device is continuously lifted upwards by the crane slowly; after the third steel casing installation device is completely lifted, the third steel casing installation device is lifted away from a construction site for later use;
in the process that the novel steel pile casing and the common steel pile casing 8 penetrate into the underwater easily-liquefied soft soil slope, after all through holes 2-2 on the outer cylinder 2 enter an underwater easily-liquefied 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;
(10) repeating the steps (7) - (9) 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 as shown in fig. 10(j), and continuously discharging water outwards through a water discharge pipe connected with the water discharge pipe connector 5-2 and a water pump;
(11) 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 9 is hoisted, as shown in fig. 10(k), the reinforcement cage 9 is ensured to be vertically downward in the lowering process, and the central axis of the reinforcement cage 9 is superposed with the central axis of the steel casing;
(12) after the steel reinforcement cage 9 is lowered, pouring concrete (10) underwater, as shown in fig. 10(l), 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 easily liquefied soft soil slope and the underwater slide-resistant pile;
(13) when the concrete 10 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 anti-slide pile foundation in the easily liquefied soft soil area, the normal operation of an automatic liquefaction prevention and control system on the anti-slide pile foundation is always ensured;
(14) and (3) carrying out pile top settlement monitoring on the anti-slide pile, and when the single-day settlement of the pile top is equal to half of the allowable deformation value of the foundation or the accumulated settlement is equal to the allowable deformation value of the foundation of the building or the structure, injecting concrete slurry into the easily liquefied soft soil layer through a grouting pipe and a grouting interface 5-3 by a grouting system connected with a grouting pipe and a grouting interface 2-3, fully reinforcing the underwater easily liquefied soft soil slope, and comprehensively treating the slope landslide and the foundation damage of the anti-slide pile.
Specifically, when a plurality of sections of novel steel casing barrels are needed, the novel steel casing barrels comprise a first section of steel casing barrel, a plurality of middle section steel casing barrels and a last section of steel casing barrel; the bottom of a cavity 3 between the inner cylinder and the outer cylinder on the first section of steel casing is sealed and provided with a cutting edge, and the top of the cavity is open; the bottom and the top of a cavity 3 between the inner cylinder and the outer cylinder of the middle section steel casing are both open; the bottom of a cavity 3 between the inner cylinder and the outer cylinder of the last section of steel casing is open, and the top of the cavity is sealed; the height of the single section of novel steel casing is determined by a construction site, the diameter of the anti-slide 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 2-4 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 casing 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 easily-liquefied soft soil layer; the height of each section of the common steel casing 8 is determined by a construction site, the diameter of the anti-slide pile and the installation capacity of a steel casing installation instrument, and the total number of the sections of the common steel casing 8 is determined according to the height of each section of the common steel casing 8 and the distance between the top of the easy-liquefaction soft soil layer and the water surface.
Specifically, in the steps (2), (5) and (8), when the vacuum pumping is performed from the water/air hole 6-2 at the top of the suction barrel 6-1, the bottom of the suction barrel (6-1) of the steel casing installation device completely enters the underwater soft soil; in the steps (3), (6) and (9), the distance a between the bottom surface of the suction bucket 6-1 and the surface layer of the sea bed or river bed is determined by the total weight G of the steel casing installation device, the air pressure value P in the suction bucket 6-1, the unit height frictional resistance F between the soil body 7 in the suction bucket 6-1 and the inner side wall of the suction bucket 6-1 and the buoyancy F of the suction bucket, wherein a is (F + P-G)/F; in the step (10), 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 easy to liquefy.
Specifically, the heights of the second steel casing installation device and the third steel casing installation device are such that the bottoms of the second pile steel casing installation device and the third steel casing installation device enter the soil body 7 after the connected steel casings sink due to self weight; when the steel casing of the slide pile only in a single easily-liquefied soft soil area is installed, the second steel casing installation device can be realized by welding a section of steel casing with the inner diameter and the outer diameter consistent with those of the suction barrel 6-1 at the bottom of the suction barrel 6-1 of the first steel casing installation device in a sealing manner, and the third steel casing installation device can be realized by welding a section of steel casing with the inner diameter and the outer diameter consistent with those of the suction barrel 6-1 at the bottom of the suction barrel 6-1 of the second steel casing installation device in a sealing manner; if the anti-skid drilling grouting pile group foundation construction in the easy-to-liquefy soft soil area is adopted, the steel pile casings of the anti-skid piles in the easy-to-liquefy soft soil area can be installed in a mode that the first steel pile casing installation device, the second steel pile casing installation device, the third steel pile casing installation device and other steel pile casing installation devices alternately perform water flow operation.
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 anti-slide pile that soft soil slope landslide prevention and cure under water that earthquake causes which characterized in that: the method is used for preventing and treating the sudden fluidity landslide and the gradual fluidity landslide of the easily liquefied soft soil slope on the river alluvial plain, the river estuary and the continental shelf; the anti-slide pile comprises a plurality of novel steel casing cylinders, a plurality of steel casing cylinder mounting devices and a cast-in-situ bored pile main body; the cast-in-situ bored pile main body comprises a plurality of common steel casing cylinders, a reinforcement cage and concrete; all novel steel casings and all common steel casings are sequentially connected in a sealing manner from bottom to top;
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 liquefaction prevention system; the outer barrel comprises an outer barrel main body, a through hole, a grouting hole and a blade foot; the through hole and the grouting hole are uniformly distributed on the wall of the outer barrel in the 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 easy-liquefaction soft soil layer;
the steel casing installation device comprises a suction bucket, a water/air hole and a magnetic installation top cap; the suction barrel is a steel barrel with an opening at the bottom; the water/air through hole is positioned at the top of the suction barrel and is communicated with the inside of the suction barrel; the magnetic mounting top cap consists of an annular top cap and an electromagnet; the magnetic mounting top cap is fixedly connected with the top of the suction barrel in an annular welding mode through an annular top cap; the top of the suction bucket is annularly provided with an annular electromagnet; the outer diameter of the suction barrel is smaller than the inner diameter of a novel steel casing/a common steel casing to be installed; the size of the electromagnet ensures that the inner diameter of the magnetic mounting top cap after the electromagnet is mounted is consistent with the outer diameter of the steel casing to be mounted, so that the electromagnet is in close contact with the steel casing;
the automatic liquefaction prevention system comprises a pore water pressure sensor, a sensor interface, a drainage pipe interface panel, a collecting instrument, an alarm, a water pump, a grouting pipe and a grouting system; the pore water pressure sensor consists of a pore water pressure sensor probe, a sensor lead, a sensor channel and a grouting 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 grouting hole is communicated with the grouting channel; 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 top of the outer barrel is also hermetically provided with a grouting interface which is communicated with a grouting channel;
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 easily liquefied soft soil layer at the periphery of the anti-slide pile foundation collected by the collector exceeds a pore water pressure early warning value which can cause shearing damage of the easily liquefied soft soil under water, 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 at the periphery of the anti-slide pile foundation is reduced in time, and the risk of slope landslide of the easily liquefied soft soil under water and damage of the anti-slide pile foundation are eliminated;
when the single-day settlement of the pile top of the anti-slide pile is equal to one half of the allowable deformation value of the foundation or the accumulated settlement is equal to the allowable deformation value of the foundation of a building or a structure, the grouting system is connected with the grouting interface through the grouting pipe, concrete slurry is injected into the easily liquefied soft soil layer through the grouting channel and the grouting hole, the underwater easily liquefied soft soil slope is fully reinforced, the slope landslide is treated, and the foundation of the anti-slide pile is damaged.
2. The anti-slide pile for preventing and treating soft soil slope landslide caused by earthquake according to claim 1, wherein: the soil body destruction modes of the two types of landslide of the sudden fluidity landslide and the gradual fluidity landslide of the easy liquefaction soft soil slope are obtained through an earthquake liquefaction dynamic triaxial test of undisturbed soil of the underwater soft soil slope; the following four figures are sequentially arranged according to the test data: axial strain-cycle number diagram, hyperstatic pore water pressure-cycle number diagram, bias stress-axial strain diagram, bias stress-average effective stress diagram;
the soil body destruction of the easy-liquefaction soft soil slope sudden flowing landslide is characterized in that:
according to the axial strain-cycle times diagram, under the action of a cycle power load, the axial strain is not obvious before the sample soil body flowing liquefaction damage occurs, and the soil body flowing liquefaction damage does not occur suddenly without signs;
according to the hyperstatic pore water pressure-cycle times diagram, the hyperstatic pore water pressure vibrates under the action of a cycle power load, the amplitude of the hyperstatic pore water pressure vibration is basically kept unchanged, and the soil body suddenly generates flowing liquefaction damage when the maximum value of the hyperstatic pore water pressure is far less than the effective confining pressure value;
according to the offset stress-axial strain diagram, under the action of a cyclic dynamic load, the axial strain is basically kept unchanged, and after the offset stress vibrates up and down, the soil body is subjected to flowing liquefaction damage without signs;
according to the partial stress-average effective stress diagram, under the action of cyclic power load, the average effective stress is continuously vibrated and reduced along with the vertical vibrating partial stress, but when the average effective stress is far from zero, the soil body is suddenly subjected to flowing liquefaction damage;
the soil body destruction of the easy-liquefaction soft soil slope progressive flowing landslide is characterized in that:
according to the axial strain-cycle number diagram, the axial strain does not vibrate up and down obviously in the initial several cycles of the action of the cyclic dynamic load; after the periodic action of a plurality of circulating power loads, the axial strain of the sample vibrates up and down along with the circulating times of the power loads, and the vibration amplitude is continuously increased until the soil body of the sample is subjected to circulating liquefaction damage;
according to the hyperstatic pore water pressure-cycle times diagram, the hyperstatic pore pressure is vibrated and increased under the action of a cyclic power load, and when the maximum value of the hyperstatic pore water pressure reaches or approaches to an effective confining pressure value, the soil body is subjected to cyclic liquefaction damage; in a plurality of cycle periods before the soil body is subjected to cyclic liquefaction damage, the amplitude of the hyperstatic pore water pressure oscillation is subjected to mutation;
according to an offset stress-axial strain diagram, at the initial stage of the action of the cyclic dynamic load, the axial strain is basically kept unchanged, and the offset stress oscillates up and down; after the periodic action of a plurality of cyclic power loads, the axial strain of the sample vibrates along with the bias stress of the vertical vibration until the soil body of the sample is subjected to cyclic liquefaction damage;
according to the bias stress-average effective stress diagram, under the action of cyclic power load, the average effective stress is continuously reduced along with the bias stress oscillating up and down; when the oscillation minimum value of the average effective stress is close to or even reaches zero value, the soil body is subjected to cyclic liquefaction damage.
3. The anti-slide pile for preventing and treating soft soil slope landslide caused by earthquake according to claim 1, wherein: 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; grouting holes in the outer barrel are uniformly distributed in a single-row or multi-row vertical 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 and a grouting hole which are formed in the wall of the outer cylinder, hydraulic communication in the cavity between the inner cylinder and the outer cylinder should not be influenced, and a sensor channel and a grouting channel are not invaded; the drainage plate is tightly attached to the geotextile and fills a cavity between the inner cylinder and the outer cylinder; the drift diameter on the geotextile is smaller than the diameter of the soil particles of the underwater easily-liquefied soft soil layer.
4. The anti-slide pile for preventing and treating soft soil slope landslide caused by earthquake according to claim 1, wherein: the pore water pressure sensors are longitudinally distributed in a row of through holes to form an installation set, and usually one installation set 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 anti-slide pile foundation in the easily liquefied soft soil area is larger, the number of the installation groups of pore water pressure sensors on the wave-facing surface of the anti-slide pile is properly increased; the test surface of the pore water pressure sensor probe is tangent to the outer side wall of the outer cylinder and faces to the soil body of the easily liquefied soft soil layer; the sensor interface, the drain pipe interface and the grouting interface adopt a mechanical sealing interface technology, so that the sensor interface and the drain pipe interface are completely sealed at the sensor interface and the drain pipe interface panel, and the grouting interface is completely sealed and connected with the top of the outer barrel and isolated from water and gas in the external environment.
5. The anti-slide pile for preventing and treating soft soil slope landslide caused by earthquake according to claim 1, wherein: inner cylinders of adjacent novel steel casing cylinders, sensor channels and grouting channels are hermetically connected in a welding mode, and the penetration of the sensor channels and the grouting channels is ensured; sensor wires in the sensor channels of the adjacent novel steel casing are connected; and the drainage plate in the cavity between the inner cylinder and the outer cylinder of the adjacent novel steel casing is connected with the geotextile in a lap joint mode.
6. The anti-slide pile for preventing and treating soft soil slope landslide caused by earthquake according to claim 1, wherein: the height of the suction barrel is satisfied, so that the bottom of the suction barrel can enter a soil body after the steel casing to be installed is connected with the installed steel casing; if no steel casing is installed, the height of the suction barrel meets the requirement that the steel casing to be installed is fixed on the steel casing installation device, and when the steel casing and the suction barrel sink due to self weight in an installation area and stop, the bottom of the suction barrel can enter a soil body.
7. A construction method of an anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake is characterized by comprising the following steps:
(1) transporting the novel steel casing and the common steel casing assembled in a factory to a sea area needing to be installed through a barge;
inserting a first steel casing installation device into a first section of novel steel casing to enable the first section of novel steel casing to enter a magnetic installation top cap, tightly pushing an annular top cap and tightly attaching an electromagnet, starting the electromagnet, and fixing the first section of novel steel casing in the magnetic installation top cap; slowly hoisting a first steel casing installation device by using a crane, integrally hoisting the first steel casing installation device and a first section of novel steel casing fixed on the first steel casing installation device to an installation area for accurate lofting and positioning through a steel casing installation guide positioning frame, slowly immersing the first steel casing installation device in water, and keeping the first steel casing installation device vertically downwards inserted into an underwater easily-liquefied soft soil slope;
under the action of self weight, the first steel casing mounting device and the first section of novel steel casing fixed on the first steel casing mounting device sink uniformly and penetrate into the underwater easily liquefied soft soil slope; in the sinking process, the first steel casing installation device and a first section of novel steel casing fixed on the first steel casing installation device are always kept vertically downward;
(2) after the first steel casing installation device and a first section of novel steel casing fixed on the first steel casing installation device sink due to self weight and stop, the electromagnet is turned off, the suction barrel is vacuumized from a water/air hole at the top of the suction barrel, soil at the bottom in the cavity of the suction barrel is sucked into the suction barrel, and the first section of novel steel casing sinks uniformly along with the first steel casing installation device; in the sinking process, the first steel casing installation device and a first section of novel steel casing fixed on the first steel casing installation device are always kept vertically downward;
(3) when the distance between the top of the first section of novel steel casing and the water surface is 0.5-1 m, stopping vacuumizing from a water/air hole at the top of the suction barrel, and stopping the first section of novel steel casing and the first steel casing installation device from penetrating into the underwater easily-liquefied soft soil slope; injecting gas into the suction barrel at high pressure through a water/gas through hole at the top of the suction barrel, and slowly lifting the first steel casing mounting device upwards by the combined crane; stopping injecting gas into the suction barrel at high pressure when the bottom surface of the suction barrel is at a certain height away from the surface layer of the sea bed or the river bed, and slowly releasing the gas pressure in the suction barrel; when the air pressure in the suction bucket is equal to the atmospheric pressure, the first steel casing installation device is continuously lifted upwards by the crane slowly; after the first steel casing installation device is completely lifted, the first steel casing installation device is lifted away from a construction site for later use;
(4) selecting a second steel protection cylinder installation device with proper height, inserting the second steel protection cylinder installation device provided with the electromagnet into a second section of novel steel protection cylinder, enabling the second section of novel steel protection cylinder to enter a magnetic installation top cap, tightly pushing the annular top cap and tightly attaching the electromagnet, starting the electromagnet, and fixing the second section of novel steel protection cylinder in the magnetic installation top cap; slowly hoisting a second steel casing installation device by using a crane, integrally hoisting the second steel casing installation device and a second section of novel steel casing fixed on the second steel casing installation device to the upper part of a first section of novel steel casing by using a steel casing installation guide positioning frame, and ensuring that the central axis of the second steel casing installation device is superposed with the central axis of the first section of novel steel casing in the process of slowly lowering the crane; after the bottom of the second section of novel steel casing is completely coincided with the top of the first section of novel steel casing, hovering the second steel casing installation device through a crane, and connecting the second section of novel steel casing with the first section of novel steel casing in a welding and sealing manner; connecting the second section of novel steel casing with a drainage plate and a geotextile in a cavity between the inner cylinder and the outer cylinder of the first section of novel steel casing in a lap joint manner; then, the second steel casing installation device, the first section of novel steel casing and the second section of novel steel casing are fixed on the second steel casing installation device, and the second section of novel steel casing continuously sinks vertically downwards due to dead weight and penetrates into the underwater easily-liquefied soft soil slope;
(5) after the second steel casing installation device and the first section of novel steel casing and the second section of novel steel casing fixed on the second steel casing installation device sink due to dead weight and stop, the electromagnet is turned off, the suction barrel is vacuumized from a water/air hole at the top of the suction barrel, the soil body at the bottom in the cavity of the suction barrel is sucked into the suction barrel, and the first section of novel steel casing and the second section of novel steel casing sink uniformly along with the second steel casing installation device; in the sinking process, the second steel casing installation device and the first section of novel steel casing and the second section of novel steel casing fixed on the second steel casing installation device are always kept vertically downwards;
(6) when the distance between the top of the second section of novel steel casing and the water surface is 0.5-1 m, stopping vacuumizing from a water/air hole at the top of the suction barrel, and suspending the first section of novel steel casing, the second section of novel steel casing and the second steel casing installation device from penetrating into the underwater easily-liquefied soft soil slope; injecting gas into the suction barrel at high pressure through a water/gas through hole at the top of the suction barrel, and slowly lifting the second steel casing mounting device upwards by the combined crane; stopping injecting gas into the suction barrel at high pressure when the bottom surface of the suction barrel is at a certain height away from the surface layer of the sea bed or the river bed, and slowly releasing the gas pressure in the suction barrel; when the air pressure in the suction bucket is equal to the atmospheric pressure, the second steel casing installation device is continuously lifted upwards by the crane slowly; after the second steel casing installation device is completely lifted, the second steel casing installation device is lifted away from a construction site for later use;
(7) repeating the steps (4) - (6) until all the novel steel casings are connected and the underwater easily-liquefied soft soil is injected, connecting a sensor interface on the last section of novel steel casing with a lead when the distance between the top of the last section of novel steel casing and the water surface is 0.5-1 m, connecting a drainage pipe interface with a drainage pipe, and then respectively connecting the lead and the drainage pipe with an acquisition instrument and a water pump; sequentially connecting a grouting interface, a grouting pipe and a grouting system;
inserting the third steel protecting cylinder mounting device with the assembled electromagnet into the common steel protecting cylinder, enabling the common steel protecting cylinder to enter the magnetic mounting top cap, tightly supporting the annular top cap and tightly attaching to the electromagnet, starting the electromagnet, and fixing the common steel protecting cylinder in the magnetic mounting top cap; slowly hoisting a third steel casing installation device by using a crane, integrally hoisting the third steel casing installation device and the common steel casing fixed on the third steel casing installation device to the position above the last section of novel steel casing by using a steel casing installation guide positioning frame, and ensuring that the central axis of the third steel casing installation device is superposed with the central axis of the last section of novel steel casing in the process of slowly lowering the crane; suspending a third steel casing installation device by a crane after the bottom of the common steel casing is completely superposed with the top of the last section of novel steel casing, and hermetically connecting the common steel casing with the last section of novel steel casing; then, the third steel pile casing installation device, and all novel steel pile casings and common steel pile casings fixed on the third steel pile casing installation device continue to sink vertically downwards due to dead weight and penetrate into an underwater easily-liquefied soft soil slope;
(8) after the third steel casing installation device and all novel steel casings and common steel casings fixed on the third steel casing installation device sink due to dead weight and stop, the electromagnet is turned off, the suction barrel is vacuumized from a water/air hole at the top of the suction barrel, soil at the bottom in the cavity of the suction barrel is sucked into the suction barrel, and all novel steel casings and common steel casings sink uniformly along with the third steel casing installation device; in the sinking process, the third steel casing installation device and all novel steel casings and common steel casings fixed on the third steel casing installation device are always kept to be vertically downward;
(9) when the distance between the top of the common steel casing and the water surface is 0.5-1 m, stopping vacuumizing from a water/air hole at the top of the suction barrel, and stopping all novel steel casings, common steel casings and third steel casing installation devices from penetrating into the underwater easily-liquefied soft soil slope; injecting gas into the suction barrel at high pressure through a water/gas through hole at the top of the suction barrel, and slowly lifting the third steel casing installation device upwards by the combined crane; stopping injecting gas into the suction barrel at high pressure when the bottom surface of the suction barrel is at a certain height away from the surface layer of the sea bed or the river bed, and slowly releasing the gas pressure in the suction barrel; when the air pressure in the suction bucket is equal to the atmospheric pressure, the third steel casing installation device is continuously lifted upwards by the crane slowly; after the third steel casing installation device is completely lifted, the third steel casing installation device is lifted away from a construction site for later use;
in the process that the novel steel casing and the common steel casing are penetrated into the underwater easily-liquefied soft soil slope, after all through holes on the outer cylinder enter an underwater easily-liquefied soft soil layer, releasing the hyperstatic pore water pressure in a soil body at the periphery of the corresponding novel steel casing in a mode of continuously discharging water outwards through a water discharge pipe connected with a water discharge pipe connector and a water pump;
(10) repeating the steps (7) to (9) 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 and a water pump;
(11) 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;
(12) 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 easily liquefied soft soil slope and the stability of the underwater anti-skidding pile are guaranteed;
(13) 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 anti-slide pile foundation in the easily liquefied soft soil area, the normal operation of an automatic liquefaction prevention and control system on the anti-slide pile foundation is always ensured;
(14) and (3) carrying out pile top settlement monitoring on the anti-slide pile, and when the single-day settlement of the pile top is equal to half of the allowable deformation value of the foundation or the accumulated settlement is equal to the allowable deformation value of the foundation of a building or a structure, injecting concrete slurry into the easily liquefied soft soil layer through a grouting channel and a grouting hole by a grouting system connected with a grouting pipe and a grouting interface, fully reinforcing the underwater easily liquefied soft soil slope, and comprehensively treating slope landslide and anti-slide pile foundation damage.
8. The construction method according to claim 7, wherein: when a plurality of sections of novel steel casing barrels are needed, the novel steel casing barrels comprise a first section of steel casing barrel, a plurality of middle section steel casing barrels and a last section of steel casing barrel; the bottom of a cavity between the inner cylinder and the outer cylinder on the first section of steel casing is sealed and provided with a cutting edge, and the top of the cavity is open; the bottom and the top of a cavity between the inner cylinder and the outer cylinder of the middle section steel casing are both open; and the bottom of a cavity between the inner cylinder and the outer cylinder of the last section of steel casing is open, and the top of the cavity is sealed.
9. The construction method according to claim 7, wherein: in the steps (2), (5) and (8), when the suction barrel is vacuumized from the water/air hole at the top of the suction barrel, the bottom of the suction barrel of the steel casing installation device completely enters underwater soft soil; in the steps (3), (6) and (9), the distance a between the bottom surface of the suction bucket and the surface layer of the sea bed or the river bed is determined by the total weight G of the steel casing installation device, the air pressure value P in the suction bucket, the unit height frictional resistance F between the soil body in the suction bucket and the inner side wall of the suction bucket and the buoyancy F of the suction bucket, wherein a is (F + P-G)/F; in the step (10), after the bottom of the steel casing penetrates to the designed elevation, all through holes on the outer cylinder of the novel steel casing should completely enter the soft soil layer easy to liquefy underwater.
10. The construction method according to claim 7, wherein: the heights of the second steel pile casing mounting device and the third steel pile casing mounting device are such that the bottoms of the second pile steel pile casing mounting device and the third steel pile casing mounting device enter a soil body after the connected steel pile casings sink due to self weight; when the steel casing of the slide pile in the single easily-liquefied soft soil region is installed, the second steel casing installation device can be realized by welding a section of steel casing with the inner diameter and the outer diameter consistent with those of the suction barrel at the bottom of the suction barrel of the first steel casing installation device in a sealing manner, and the third steel casing installation device can be realized by welding a section of steel casing with the inner diameter and the outer diameter consistent with those of the suction barrel at the bottom of the suction barrel of the second steel casing installation device in a sealing manner; if the anti-skid drilling grouting pile group foundation construction in the easy-to-liquefy soft soil area is adopted, the steel pile casings of the anti-skid piles in the easy-to-liquefy soft soil area can be installed in a mode that the first steel pile casing installation device, the second steel pile casing installation device, the third steel pile casing installation device and other steel pile casing installation devices alternately perform water flow operation.
CN202010885390.0A 2020-08-28 2020-08-28 Anti-slide pile for preventing and treating underwater soft soil slope landslide caused by earthquake and construction method thereof Active CN112252309B (en)

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