597 results about "Soil mass" patented technology

The invention discloses a method for tunneling construction of a main structure of an underground station. In the method, the air shaft and air duct are excavated at first for the station and are then used as construction channels for excavation of the main structure of the station. The method for tunneling construction of the main structure of the station comprises the following steps: forming a reinforcing ring at the air duct port with a composite initial support; excavating the soil mass of a middle hole according to a certain sequence; constructing the internal structure of the middle hole; excavating the soil mass of a side hole; and constructing the internal structure of the side hole. The scheme can realize the smooth force transfer in the excavation of the soil mass, the initial support and the construction of permanent structures, avoid excessive adverse force-bearing states during the construction of the permanent structures, facilitate the construction, enhance the construction safety and construction efficiency, improve working conditions and ensure the quality of the project.

The invention relates to a technology for afforestation and planting in areas with shallow water level and heavily-salted soil and solves the problems of high cost for foreign soil replacement and short duration. The technical proposal is that: the process realizes the original soil planting by building an integral isolation zone in the greening area and controlling a microcirculation system inside the isolation zone and desalting with fresh water. The process comprises the following steps: A. building an isolation zone; B. desalting with fresh water until the salt content in soil is below 0.2%; and C. planting seedlings for afforestation. The technology solves the technical problems of high cost for foreign soil replacement and short duration of afforestation and greening in coastal areas with shallow water level and heavily-salted soil; and has the advantages of overcome serious erosion of underground salt water to soil mass, good desalting effect, reduced afforestation cost, improved soil structure, low requirements for raw materials for afforestation, applicability for various seedlings, easy maintenance and management and low cost.

The invention discloses a rock porosity real-time tester under chemical seepage and creep coupling, belonging to the rock engineering technical field, which is composed of a rock sample clamp, a chemical seepage pressure loading device, an axle pressure loading device, a surrounding pressure loading device and a porosity tester. The rock porosity real-time tester can real-timely test the porosity of a rock sample under constant pressure loading and chemical seepage coupling of three directions, having simple structure, flexible assembly, strong expandability, high stability and wide application. The rock porosity real-time tester has high application value for rock soil mass mechanical property and seepage character research under multi-field coupling condition of rock-soil engineering, hydraulic engineering, petroleum engineering, mining engineering and underground engineering and the like.

The invention discloses a physical model test device for ground fissure earth tunnels comprising a model box in a model device. A footwall soil mass and a hanging wall soil mass are symmetrically arranged by a vertical shaft in the model box, a simulation ground fissure is arranged between the footwall soil mass and the hanging wall soil mass, a fixed bottom plate is installed below the footwall soil mass, and a hanging wall soil mass supporting plate in a sedimentation device is installed below the hanging wall soil mass; an air pressure sac is arranged among an upper cover, the footwall soil mass and the hanging wall soil mass; a tunnel portal is horizontally arranged on the cylindrical side wall of the model box, the axial line of the tunnel portal is perpendicular to the vertical shaft of the model box, the tunnel portal is internally provided with a model tunnel lining structure, and various sensors are arranged. The invention also discloses a physical model test method for the ground fissure earth tunnels. Tests of various schemes, such as ground fissure trend variation, variations of wall rock soil mass stratum structures and mechanical properties, variations of lining structural forms, sections and rigidities, and the like are realized by utilizing the device. The device and the method of the invention are simple and have good accuracy.

The invention relates to a capillary soil water climbing height measuring device which performs capillary water osmosis to a soil mass sample in a soil containing barrel by supplying water source with constant water level in the lower part of the soil containing barrel in which the soil mass sample is compacted so as to more accurately measure capillary water climbing speed, height and water content of different soil mass samples, thus providing basic data for foundation design of projects, such as freeways, airports, dams and the like. The invention can effectively prevent underground water from dipping into the foundation and keep relatively stable dry and moisture states of foundation soil.

The invention discloses a beneath-soil through-tunnel superlarge diameter pipe curtain construction method. The method comprises the following construction steps of: preparation, measurement and positioning, guide hole drilling, process correction, reaming and pipe drawing, hole cleaning and pipe curtain grouting. In the method, the guide hole is constructed in a soil layer first, and a steel tube in superlarge diameter is drawn in the guide hole in a mode of reaming and drawing the tube at the same time, so that the disturbance on the soil layer in construction is effectively avoided; and a wedge-shaped drill bit provided with a guide plate is used for the process correction in the construction of the guide hole, so that the drilling precision and the hole forming quality are highly guaranteed. In the construction, the sedimentation of the soil mass on the middle-upper part meets the safety requirements of the existing line. After excavation, the steel pipes are nearly flat and straight, no phenomenon of level-crossing and interchanging occurs and the construction method of the invention creates conditions for water resistance and lining construction of the tunnel.

An in-situ automatic monitoring complete technology method for an underwater groundwork comprises a section surface subsidence monitoring method by multiple fixed inclinometers; a multipoint hydraulic difference surface subsidence monitoring method; a layered soil mass subsidence monitoring method; a pore water pressure monitoring method; and a horizontal and vertical displacement monitoring method; an automatic monitoring technology with a monitoring and control system disposed in the deep water sea bottom for long period. The invention can successfully and conveniently perform the in-situ monitoring of the underwater groundwork without disposing waterborne bases, arranging maritime platforms and passing through buildings; can perform full-course monitoring on the engineering, perform underwater automatic monitoring and real-time monitoring data transmission, in particular monitor continuously in the typhoon period; the automatic monitoring can save monitoring workers and cruise time; the automatic monitoring instruments are all disposed underwater, thereby having little influence on construction and decreasing instrument damage rate; the automatic monitoring can perform on-time on-point test to eliminate man-made reading error, and make the reading accurate, quick and precise.

The invention discloses a device for testing a limited soil mass rigid retaining wall soil pressure model. The device comprises a model box, loading systems, a retaining wall and a measuring system. Toughened glass is fixedly embedded in the side face of the model box, and a rigid cushion block is welded to a model box base plate. A reaction frame is arranged on the loaded side, and eight groups of clamping steel blocks are welded to a frame. The two loading systems which can work independently are installed on the reaction frame and connected with a movable retaining wall through a fixed hinge support, and fixed boundaries are installed on the specific clamping steel blocks according to the earth filling width requirements. A micro soil pressure box is embedded in the retaining wall, and a dial gage is installed at the rear of the movable retaining wall. A digital camera is placed in front of the side face of the model box. Different earth filling widths, wall soil contact surfaces and retaining wall displacement and shifting modes are simulated, changes of active or passive soil pressure are monitored, and a soil mass displacement field and slip crack faces are studied. According to the device for testing the limited soil mass rigid retaining wall soil pressure model, effective test data support can be provided for studying the soil pressure problems on the conditions of limited soil mass, and help is provided for a follow-up theoretical analysis model.

The invention provides premixed flow-state stabilized soil. The premixed flow-state stabilized soil is characterized in that the premixed flow-state stabilized soil is a building material which is formed by taking natural soil mass obtained nearby as a primary material, taking a soil mass stabilizing agent as a secondary material and conducting conveying and even stirring through ground machines after adding a certain ratio of water, has liquidity and has certain strength after being hardened, and the premixed flow-state stabilized soil can be widely used for foundation stabilization, groove backfilling, road roadbeds, foundation pit supporting and protecting curtain walls and mine goaf backfilling; and according to component properties of soil and different requirements for finished product strength, materials forming the premixed flow-state stabilized soil include, by mass, 58%-92% of the soil and 8%-42% of the soil mass stabilizing agent. The stabilized soil is high in strength and good in stability after being stabilized, and the premixed flow-state stabilized soil has the beneficial effects that resources are saved, cost is saved, environment friendliness is achieved, construction is flexible, operation is convenient, and the application range is wide.

The invention discloses a combined support-excavated geologically solutional deep foundation pit and a construction method thereof. The deep foundation pit is characterized by consisting of an upper slope foundation pit and a lower vertical foundation pit; the construction method thereof comprises the steps that: in case of vertical excavation of the deep foundation pit, the periphery of the foundation pit is supported and reinforced by reinforced concrete support piles to prevent the foundation pit from collapse owing to lateral pressure of soil mass; then a high pressure jet grouting pile waterproof curtain is adopted for performing water sealing on soil mass outside the support piles and a bedrock internal grouting curtain is adopted for performing water sealing on geological situations in rocks, such as solution cavity, solution, crack and the like; and in the process of layered excavation, an annular continuous concrete slab wall is adopted for the soil mass and the rocks at the periphery of the foundation pit to form a continuous arch ring lagging. The construction method according to the invention can effectively guarantee the safe, stable, fast and effective excavation of the geologically solutional deep foundation pit.

The invention discloses an indoor model test soil borrowing device based on micro-structure analysis and a soil borrowing method. The test device comprises a soil borrowing device, a model box and a counter-force bracket, wherein the soil borrowing device comprises a pipe boot, a soil borrowing pipe, a piston, a connection cap, a duplex fitting, a rubber hose, an electric air pump, an electric push rod and a bolt; the counter-force bracket comprises a bottom board, two telescopic supporting rods, a top beam, four pulleys and two slide ways; a test soil sample is placed in the model box; and the model box is placed in the center of the bottom board. The soil borrowing method based on the test device comprises the following steps of: positioning, penetrating, lifting a sample, removing the sample, cutting a disturbed sample and the like. Through the steps, the aim of borrowing soil at different positions and in different depths of a soil mass in the model box is fulfilled, and the sampling requirement on the micro-structure analysis is better met. The test device and the soil borrowing method can be applied to model tests of soft plastic, plastic and hard plastic clay, and rock soil of silty clay and floury soil. The test device has the advantages of high sampling rate and low disturbance, and is easy to operate; and by adoption of the test device, soil can be flexibly borrowed.

The invention discloses an experimental device for simulating water-salt movement of inland saline-alkali land and a method for screening different salt isolation measures and different coverage measures for preventing salt returning of the saline-alkali land by the experimental device. The experimental device comprises a soil column, a Marriotte bottle, an evaporation control box, a reverse filter layer and moisture, salt and temperature sensors. The soil column is filled with to-be-tested soil mass of the saline-alkali land, the Marriotte bottle is communicated with the lower portion of the soil column to supply water to the soil mass, the evaporation control box is mounted at the top end of the soil column, the reverse filter layer is arranged at the bottom of the soil column, and the moisture, the salt and the temperature sensors are mounted on side walls of the soil column. The experimental device is simple in structure and easy in operation and control of experimental conditions and can be used for laboratory simulation of various experiments such as influences of different measures on soil salinity movement of the saline-alkali land and influences of underground water level on water-salt movement of inland saline-alkali land, measurement results are accurate, and reliable basic data and technical support are provided for inland saline-alkali forestation.

The invention discloses a sandy soil water-immersion testing method for loess collapsible deformation. The method includes the steps: digging an exploratory well on the stratum surface, and taking collapsible loess below the exploratory well as to-be-tested soil mass; selecting a bearing plate, fixing a sedimentation rod above the bearing plate, and mounting a soil pressure gauge on the bearing plate; removing dig fictitious soil at the bottom of the exploratory well, laying a sand bed, placing the bearing plate on the sand bed, and enabling the measuring signal line of the soil pressure gauge to extend out of the stratum surface upwards; and filling sand gravels in the exploratory well, filling water after sufficient sand gravels are filled, and measuring the earth pillar pressure formed by the sand gravels by the soil pressure gauge, wherein sedimentation displacement change of the sedimentation rod refers to collapsible deformation of the collapsible loess. By the sandy soil water-immersion testing method for loess collapsible deformation, the defects of disturbance of soil sample obtaining and sample preparation on loess structuredness in indoor collapsibility tests, high on-site water-immersion test pit testing cost and limited testing points are overcome.

The invention discloses a microbial solidification method for dredged sludge and belongs to the field of dredged sludge solidification. The method comprises the following steps that urea, calcium chloride and bacillus pasteurii liquid are added into the dredged sludge and then stirred to be uniform, and maintenance is conducted in a natural environment or the solidification is accelerated through pre-pressure drainage, wherein in the method, according to the relation between the addition amount of the urea, the calcium chloride and the bacillus pasteurii liquid and the amount of the dredged sludge, 40 g of urea, 70 g of calcium chloride and 40 mL of bacillus pasteurii liquid are added into every 1 kg of dredged sludge; or the concentration of the added urea is 0.1-1 mol / L, the concentration of the added calcium chloride is 0.1-1 mol / L, the addition amount of the bacillus pasteurii liquid is 1 / 50-1 / 5 of the water content of the dredged sludge. While making the soil mass cemented and enhancing the strength of the soil mass, the calcium carbonate generated through the induction of bacillus pasteurii can form drainage channels in the sludge so as to improve the permeability of the sludge; therefore, the water is quickly discharged under the action of external pressure, and the solidification time is shortened.

The invention relates to an improved construction method of a soil mass of an extra-large-diameter soil pressure balancing shield on a soft soil stratum, which particularly solves the construction travelling problem of the extra-large-diameter soil pressure balancing shield. The improved construction method of the soil mass of the extra-large-diameter soil pressure balancing shield on the soft soil stratum comprises the following steps: adopting foam and bentonite slurry as additives in the tunneling construction process, injecting the additives to different positions of an excavation surface of a cutter, focusing on the foam and controlling the stability of soil pressure, causing bentonite slurry to play a subsidiary role and reducing the excavation strength of the soil mass, simultaneously adopting a central agitator in a soil warehouse to agitate and mix the soil mass and the additives entering into the soil warehouse and further stabilizing the excavation surface, improving the plastic fluidity, reducing the torque of the cutter and improving the tunneling efficiency.

The invention relates to the technical field of geotechnical engineering, and provides a rock mass / soil mass drilling in-situ test device and method. The device comprises a drilling machine, a test instrument, a pressure bearing plate, an upper supporting rod, a lower supporting rod, a pressurization system and a measurement system, wherein hole drilling and hole broadening are conducted through the drilling machine at any specified depth of a rock mass / soil mass to be tested to obtain a rock mass / soil mass which is to be tested and used for keeping ground stress; the test instrument is movably connected with the pressure bearing plate through the upper supporting rod and the lower supporting rod and is further in communication linkage with the measurement system; when the upper supporting rod or the lower supporting rod is stretched out to support the pressure bearing plate, the pressurization system exerts corresponding loads on the rock mass / soil mass to be tested through the pressure bearing plate, and the test instrument automatically collects and stores test data and transmits the test data to the measurement system for related parameter calculation. In-situ rock column / soil column cutting is adopted, and therefore shearing experiments can be conducted under the condition that the ground stress is kept, tests can be conducted in drilled holes at any depth, and the requirements for various indexes of field experiments are fully met.

The invention discloses a muck improvement technology for earth pressure balance shield construction in a sandy cobble stratum and relates to the technical field of stratum shield construction. The improvement technology comprises the following steps: 1, selection of a land improver; 2, land improvement; 3, construction quality control; 4, a soil mass improvement effect and analysis. The improvement technology is simple, and after improvement, muck can be prevented from forming mud cakes on a cutter head, being accumulated in an earth bin, blocking the bin and causing blocking, spewing, wear of the cutter head and a tool and the like at a screw conveyor.

The invention discloses a calculation method for predicating SWCCs (soil-water characteristic curves) under the deformation condition on the basis of the fractal theory. According to the method, fractal dimension D and air entry value after deformation are determined by utilizing the SWCC under the condition of initial void ratio e0 as a reference state, so that the SWCC under the condition of any void ratio e after deformation is predicated. On the basis of the fractal theory, a relation of water content and fractal dimension is obtained by the aid of a void diameter distribution density function, so that a fractal model is derived out. On the basis of the fractal model, the SWCCs under different initial void ratios are mainly controlled by the air entry value, and the fractal dimension is almost unchanged. A fractal dimension calculation method based on SWCC test data is proposed on the basis of the fractal theory, and a predication method of the air entry value under different initial void ratios is established. The test indicates that the SWCCs predicated with the method are better matched with actually measured values. The fractal prediction method has great significance in the aspects of hydraulic-mechanical coupling analysis of unsaturated soil, soil mass seepage characteristic research under the deformation condition and the like.

The invention relates to a method for treating a soft soil foundation / mine tailings / lake sludge by means of booster vacuum preconsolidation, which belongs to a construction method for the soft soil foundation / the mine tailings / the lake sludge, wherein insides of a plurality of rows of plastic drainage plates which are horizontally distributed inside soil mass / the slag / the sludge are subjected to vacuum pumping, and partial soil mass / partial slag / partial sludge between the plastic drainage plates is subjected to uniform supercharging simultaneously. The method can really reflect the reinforcing mechanism and the reinforcing effect of vacuum precompression on cohesive soil, tailing dam slag and the lake sludge, improves the consolidation depth by one time, shortens half of the reinforcing time, has low manufacturing cost, and is safe and effective.

The present invention discloses a test method for determining uniaxial tensile strength of soil mass. According to the method, test equipment comprising a sample preparation system, a tension system and a data acquisition system is adopted, wherein the sample preparation system comprises a fixation base, a pressing plate, a sample forming device and a fixation screw, the tension system comprises a three-speed electric scissors instrument and a sample clamper, and the data acquisition system comprises a digital display push-pull force gauge, a dial indicator and a computer. According to the method, the one-time static pressure molding technology is adopted to prepare the sample, such that the weak surface caused by layering compaction sample preparation can be avoided; the sample presents the dumbbell shape, and both ends are adopted as the fixation end, such that the operation is simple, and the connection is firm; the fixation end of the sample and the middle part of the sample are connected through the transition section, such that the influence of stress concentration due to sudden diameter change on the test is avoided; and the digital display push-pull force gauge is connected with the computer, such that the pull force can be real-timely recorded, and the maximum pull force value during sample breaking can be accurately recorded.

The invention relates to a detection method and a detection device of grouting reinforcement effect in a tunnel, belonging to the field of tunnel engineering. The detection method of grouting reinforcement effect in the tunnel comprises the following steps: horizontally and respectively drilling the detection device into tunnel headings before and after grouting by using a drilling machine; forming an elliptical pilot tunnel in soil mass; inflating and pressurizing the measuring gas chamber of the device, and detecting the displacement of the short axis and the long axis of the elliptical pilot tunnel under the pressure at all levels; computing mechanical parameters (coefficient KO of earth pressure at rest, Poisson ratio mu and elastic modulus E) of the soil mass before and after grouting according to the elasticity theory formula; comparing the mechanical parameters of the soil mass before and after grouting; and making a conclusion of the grouting reinforcement effect according to the variation of the mechanical parameters of the soil mass before and after grouting. The core component of the detection device is the measuring gas chamber which is composed of a tubular expanded inner cavity and a rubber expanded film, and after the device is drilled into the soil mass, the displacement sensor and the pressure sensor of the measuring gas chamber are used for detecting field data. The invention has simple operation and can quickly, quantitatively and scientifically evaluate the grouting reinforcement effect.

The present invention discloses a complete earth pressure balance shield construction soil mass improvement test method, and belongs to the technical field of the tunnel construction. According to the present invention, a set of test methods for evaluating commonly-used additives in the shield construction and performances of the improved soil mass are designed; a foam test and a mud test are adopted to prepare and evaluate the performances of the additives; a slump test, a stirring test, a friction test, and an earth pressure tank model test are adopted to evaluate the performances of the improved soil mass, and study the fluidity, the vicidity, the friction performance, the permeability and the force transmission performance of the improved soil mass, determine the performance evaluation standard of the improved soil mass, and provide an additive proportion optimizing scheme for the earth pressure balance shield construction. With the set of the test methods and the process, the performances of the additives and the improved soil mass can be comprehensively evaluated; the test scheme is scientific and reasonable; the applicable soil mass of the test method has wide types; the test effect is significant; the test method and the evaluation standard are provided for effectively and economically adopting the additives for improving the soil mass in the earth pressure balance shield construction in different stratums.

The invention provides deepwater suction type barrel-shaped foundation intermittent penetration equipment and an installation method. A suction type barrel-shaped foundation is mechanically connected with a negative-pressure tank; and the negative-pressure tank can serve as a carrier of such installation equipment as a submersible pump, a sensor and electronic equipment to overcome limitations of a deepwater environment to installation conditions. The equipment in the negative-pressure tank allows to control applied suction in an intermittent form, so that the disturbance to a seabed soil mass can be effectively reduced under the condition of not prolonging the installation time, the development of a soil plug in a suction type barrel-shaped foundation is restrained, and the installation quality is improved.

This invention relates to an organic, environment-friendly, preferably antioxidising and biodegradable climate, soil and growth enhancing mixture of preferably organic materials that can be applied to moist soil as dry matter or dry soil in liquid state, and which subsequently solidifies into a degradable film or membrane on top of or at a given depth in the soil. The properties of the film can be set so that the film regulates or changes the soil's oxidation ability, degradation rate, temperature, greenhouse gas respiration, combustibility, mechanical strength, evaporation rate, water runoff, nutrient conversion rate and germination conditions on and / or below the surface of the soil mass. The film or membrane can be used alone or in combination with standard plant nutrition or fertiliser.

The invention concretely relates to a system and a method for testing moisture and temperature of soil mass by heat pulse method. By utilizing the thermal physical characteristic of water-containing soil mass that the moisture content of the soil mass directly affects the thermal conductivity, thermal capacity and other thermal parameters of the soil mass, a heating element and a temperature measurement element are arranged in a testing probe. During measurement, the heating element emits a thermal pulse with controllable power; the temperature measurement element continuously measures temperature and records the change process of heating power and temperature; and through the relation between the water content of the soil mass calibrated and stored in the system in advance and the characteristic parameters of the change process of heating power and temperature, the value of the water content of the tested soil mass can be obtained. The invention has the advantages of wide testing range of soil-mass moisture, high testing precision, capability of testing the ice content of frozen soil mass, and the like, and can realize multi-channel multi-point real-time monitoring.

The invention discloses a method for treating liquefiable sandy soil foundations by using microbial bubbles, mainly targeting at liquefiable sandy soil layers, using liquid injection nozzles, hollow drill pipes, connectors, catheters, compressors, bacterial liquid storage tanks, etc. The device injects pre-enriched and cultured denitrifying bacteria liquid into the soil to replace pore water, and the bacteria perform denitrification in the pores to produce inert gases nitrogen and carbon dioxide. The nitrogen produced by biological metabolism in the pores can effectively reduce the soil saturation, increase the shear strength of the soil, and improve the soil's ability to resist liquefaction. Nitrogen dioxide produced by biological metabolism can induce the precipitation of calcium ions in the bacterial fluid to form calcite. Calcite has strong cementing properties, which can effectively improve the cohesion between soil particles, increase the shear strength, and can fill the pores of the soil, increase the compactness of the soil, and further improve its ability to resist liquefaction.

The invention discloses a method for simulating soil slope instability induced by groundwater. The method is characterized by comprising the following steps: a, putting a physical model on a centrifugal machine; b, raising the height of an external water tank, opening a water outlet valve and a water inlet valve, carrying out water seepage into a soil layer according to the thickness of a saturated soil layer and completing the saturation process of a soil mass; c, closing the water inlet valve, reducing the height of the external water tank, improving the centrifugal acceleration to solidifyand disperse the internal pore water pressure of the physical model; d, after the solidification is finished, opening the water inlet valve, raising the height of the external water tank to the corresponding height according to the preset water level height of an internal water tank; obtaining different infiltration capacity of the water to the slope when the water in the internal water tank seepsinto the soil layer and stays at different heights, and observing the wetting front change and the slope deformation condition of the physical model. The method disclosed by the invention has the advantages that the height of the groundwater level can be accurately adjusted in real time and washing of water current to the slope body is prevented; in the whole test process, high operability, highreliability and good test effect are realized.

The invention provides a large-diameter slurry shield comprehensive tunneling method for a strong permeable soil and rock composite stratum, and relates to the field of shield construction. Accordingto the method, a combined type atmospheric pressure cutterhead is adopted, cutter locations are arranged on the cutterhead, and tools which can be changed at the atmospheric pressure are installed onthe cutter locations; the cutter locations include a Class I cutter location fixed in the form of the tool and a Class II cutter location which can realize hobbing interchange at the atmospheric pressure; fixed tools are installed on the Class I cutter location, interchangeable tools are installed on the Class II cutter location, and cutting trajectories of the interchangeable tools covers the cutterhead; tunneling process control includes control over the cutterhead rotating speed, control over the cutterhead thrust and torque, control over the cutting opening pressure, control over attitude,and control over synchronous grouting construction parameters; and rigid single-fluid slurry with water dispersion resistance is adopted during synchronous grouting construction. By adopting the combined type atmospheric pressure cutterhead, the two types of tools are sepatrately mounted on the cutterhead, the two types of cutter locations cover the cutting trajectory of the entire cutterhead, the fixed tools are used for cutting soil mass, the interchangeable tools are used for cutting rock mass, and therefore smooth tunneling of composite geology is ensured.

The invention discloses a pile extraction construction method. The method is characterized by separating pipe pile which is embedded in ground from surrounding soil mass thereof by pounding of high-pressure jetting with a jetting pore-forming machine so as to greatly reduce or eliminate cohesive force between the pipe pile and the surrounding soil mass thereof, thus facilitating pile extraction construction. The method is characterized by creating pores to remove the cohesive force between the pipe pile and the surrounding soil mass thereof, then extracting a pile by a crane with corresponding tonnage. The method has the advantages of simple operation, safe and reliable property and high operation efficiency, and is applicable to pile extraction in water, dry land and soft ground layers with various diameters and depths.

The invention relates to a method for treating expansive soil channel side slopes with geogrids. The method comprises the following steps: (1) foundation cleaning: side slopes are excavated according to the requirements of the working drawing to remove the quick soil on the slope surface and the channel base; (2) lofting; (3) geogrid paving: geogrids are paved manually in a layered way, inverted wrapping overlap is formed by wrapping upward on the slope surface, and abutment joint is adopted between each two adjacent geogrids; the tail part of the geogrid and an unexcavated slope surface form upward extending along the slope surface, a connecting rod is adopted for the overlap between geogrids, and a U-shaped reinforcing bar is adopted between a geogrid and soil mass for anchor joint; and (4) soil laying and rolling construction. The method has the advantages that the structure formed by the geogrids and expansive soil can solve the problem that the expansive soil slopes are not stable, and simultaneously the channel excavation waste material can be reasonably utilized, therefore the purpose of stable structure, economical efficiency and reasonableness is achieved.