44 results about "Pebble" patented technology

The invention provides an intelligent prediction method and system for settlement of a TBM penetrating through a pebble stratum, and belongs to the technical field of stratum settlement prediction. The method comprises the following steps: acquiring ground surface monitoring point position information, excavation surface position information and burial depth, inputting the information into a first deep neural network model, and acquiring and outputting tunnel vault displacement, haunch convergence and ground surface settlement; the second deep neural network model takes a position coordinate formed by earth surface monitoring point position information, excavation surface position information and burial depth and earth surface settlement as input, and outputs earth surface elastic modulus and Poisson ratio; obtaining stress-strain components of ground surface settlement, and constructing a control equation and boundary conditions based on the stress-strain components, the elastic modulus and the Poisson's ratio; obtaining prior geological information by using the residual error of the control equation; and by taking the control equation, the boundary condition and the prior geological information as constraint conditions, obtaining a settlement prediction value when the TBM passes through the pebble stratum based on the tunnel vault displacement, and realizing accurate prediction of the settlement of the pebble stratum.

The invention relates to the technical field of pile foundation construction, in particular to a long spiral secant pile construction method under water conservancy anti-seepage complex geological conditions, and the construction method comprises the steps that a long spiral pile driver is provided with a first power head and a second power head, a sleeve is pressed downwards through the second power head, and then the first power head is used for driving a drill rod to drill; the sleeve and the drill rod drill down synchronously until the drill bit drills to the elevation of the bed rock surface to form a pile hole; the sleeve is left in the pile hole, the rotary drilling rig is used for drilling the bed rock, a drill rod of the long spiral pile driver is put down to the bottom of the pile hole, concrete is pumped into the pile hole, and when the concrete is poured to the bed rock surface, the drill rod and the sleeve are lifted while the concrete is pumped into the pile hole till pressure pouring is completed. In a complex stratum with a huge thick loose high-permeability sandy gravel covering layer and ultrahigh-strength hard bed rock coexisting, high-precision stable hole forming and collapse prevention are achieved at the same time, hard rock is reliably and accurately drilled to reach the designed depth, and it is ensured that concrete secant piles are tightly engaged to form a continuous and effective diaphragm wall.

The application discloses a plain area quaternary stratum automatic division method and system, relates to stratum division, and comprises the following steps: preliminarily dividing strata and calculating the elevation of the boundary line of each major quaternary layer; setting the stratum number of each drill column; according to indoor test data and test data proportion threshold, the initial drill stratum is corrected for the first time; the first corrected drill stratum is cut by using in-situ test data and the thickness threshold of thick sand and gravel stratum; according to the filling stratum lithology merging information, the quaternary stratum and the recent deposition stratum lithology merging information, the interbedding coefficient threshold and whether the interbedding coefficient merging stratum parameter is used, the cut drill stratum is merged; according to the elevation of the boundary line of each major quaternary layer, the stratum number of the drill column in the merged drill stratum is corrected for the second time. The application realizes the automatic stratum division technology of the plain area stratum based on field drilling, indoor test and in-situ test.

The invention relates to the field of drilling automation, and discloses a rotary drilling pile machine drilling method and device suitable for complex stratums.The method comprises the following steps that S1, working condition feedback parameters are obtained in real time; s2, recognizing the real-time geological working condition of the drill bit; s3, optimal drilling operation parameters are determined in combination with a preset intelligent decision model; and S4, according to the optimal drilling operation parameters, an execution mechanism of the rotary drilling pile machine is automatically controlled, self-adaptive drilling is carried out, and the device comprises a data acquisition module, a working condition recognition module, a decision optimization module, a closed-loop control module and a drilling tool type selection and recommendation module. According to the method, depth data mining is carried out on key parameters such as rock-soil body specific energy, so that real-time working conditions are accurately classified into specific types such as soft clay and pebble beds, and the technical problems that in the prior art, the geological misjudgment rate is high, the recognition precision is low, and complex stratums cannot be effectively distinguished are solved.

The invention discloses a freezing design method for an inclined shaft freezing crossing strong permeable pebble bed, and particularly relates to the technical field of freezing method construction. Acquiring rock and soil parameters and regional historical environment temperature of a pebble bed of a crossing section of the target inclined shaft; establishing a three-dimensional inclined shaft geometric model, and determining the arrangement position, inclination angle and spacing of the freezing pipe along the axis of the inclined shaft; constructing a frozen region space model coupled with the pebble bed; the method comprises the following steps: constructing a freezing-heat transfer-seepage multi-field coupling model according to historical environment temperature and freezing pipe arrangement information, performing numerical simulation on a frozen body forming process, and obtaining an evolution function of a freezing boundary expansion range and a freezing thickness at different times; according to the method, multi-physical field coupling modeling and freezing body evolution accurate control of the freezing process can be achieved, and the method has the advantages of being high in predictability, uniform in freezing effect and the like and is particularly suitable for inclined shaft freezing design and construction under complex geological conditions.

This invention relates to the field of geotechnical drilling engineering technology, and discloses a method for drilling small-diameter deep wells, comprising the following steps: using a positive circulation drilling rig to prepare a mud system based on the laterite soil of the construction site; using a composite reinforced roller cone bit for drilling operations in pebble layers; using a semi-automatic pulley system to connect or disconnect drill rods; using a positive circulation drilling rig to perform a segmented lifting and scraping wall composite process for drilling, in which a hole guide tool is used for scraping the wall; determining the depth of the aquifer before lowering the well casing; completing the butt joint connection of the well casing by welding, and completing the lowering and installation of the well casing; after the well casing is installed, sequentially performing mud replacement, air compressor agitation and well washing, and simultaneously completing the symmetrical backfilling of filter material; conducting a pumping test to complete the well completion quality acceptance. This invention can significantly improve drilling efficiency, well completion quality, and construction safety in complex pebble formations, while effectively reducing construction costs.

The invention provides a drilling and grouting integrated drilling and grouting method which comprises the steps that firstly, the stratum type of a to-be-drilled area is detected, and the stratum type comprises at least one of an underground water-free area, an unpebble area below underground water and a pebble area below the underground water; secondly, according to the target depth of the to-be-drilled area, segmented drilling is conducted on the to-be-drilled area, wall protection treatment is conducted on the hole wall synchronously according to the stratum type so as to prevent the hole wall from collapsing or underground water leakage, and wall protection treatment comprises water injection wall protection or modified water glass injection wall protection; and finally, after the segmented drilling reaches the target depth, retreating grouting is carried out.

The invention discloses a construction method for pipe jacking penetrating through a pebble rock stratum, which comprises the following steps: S1, excavating a working pit and a target pit, and pouring a water stop wall at the opening of the working pit; s2, opening water stopping; clay slurry is injected into the hole through the water stop wall in a pressing mode; s3, the pipe jacking machine enters the hole; s4, pipe joint jacking; in the jacking process, cabin opening inspection is conducted on the pipe jacking machine, and the operation condition of a hob is detected; s5, monitoring and correcting deviation; and measuring and recording the axis and elevation of the pipe joint, and adjusting the axis of the pipe push bench through the axis and elevation data. By arranging the hole water-stop wall and pressing clay slurry to the hole through the water-stop wall, the hole overflow problem can be effectively solved, and the safety coefficient of pipe jacking construction under the pebble bed geological condition is improved.

The invention relates to the technical field of geotechnical engineering and foundation construction, in particular to a perturbation-grabbing-suction linkage reverse circulation drilling cobble rapid obstacle removing device and a perturbation-grabbing-suction linkage reverse circulation drilling cobble rapid obstacle removing method. The device comprises an upper linkage mechanism installed at the bottom of a hollow drill rod, a multi-finger clamping mechanism, a disturbance rocker arm assembly, a reverse circulation suction and discharge channel and a control and communication unit. The control and communication unit receives torque and negative pressure signals, after a pebble jamming event is recognized, the disturbance rocker arm assembly is automatically controlled to loosen pebbles, the multi-finger clamping mechanism clamps and locks the pebbles, meanwhile, negative pressure is instantly enhanced, the pebbles are sucked out of a drill hole through the reverse circulation suction and exhaust channel, and finally drilling is recovered. According to the method, online recognition and integrated rapid removal of the cobblestones are achieved, the drill jamming risk and the hole wall instability possibility are remarkably reduced, the obstacle removal efficiency and the pile forming quality are improved, and the method is suitable for bored pile construction of the sandy cobble stratum.

The invention discloses an underwater pebble covering layer drilling method which comprises the following steps that S1, a variable-diameter casing pipe is pressed into water in a hydraulic pressing-in mode, the bottom of the variable-diameter casing pipe penetrates through a pebble layer and abuts against underwater rock, and the variable-diameter casing pipe comprises a large casing pipe body and a small casing pipe body which are connected with each other; s2, a drill rod is inserted into the variable-diameter casing pipe, and the drill rod is started; and S3, firstly crushing the cobblestones by the drill rod, and then drilling holes in the underwater rock. The variable-diameter casing pipe can penetrate through a cobblestone layer through hydraulic pressing, and the problem that a traditional casing pipe is difficult to penetrate through the cobblestone layer is solved. The large sleeve and the small sleeve form the variable-diameter sleeve, when the variable-diameter sleeve is lowered, the influence of water flow on the large sleeve is small, when the small sleeve penetrates through the cobblestone layer, the diameter of the small sleeve is smaller, the small sleeve can be inserted into the cobblestone layer more easily, the junction of the small sleeve and the large sleeve is in smooth transition, and the large sleeve can be inserted into the cobblestone layer along with the small sleeve conveniently. The small casing pipe is more attached to the drill rod, accurate guiding is conveniently provided for the drill rod, and work of the drill rod is facilitated.

The present invention relates to the field of grouting prediction technology, and in particular to a spatiotemporal intelligent prediction method and system for full-space grouting in sand and gravel formations, wherein the method comprises: obtaining the predicted geological conditions of each borehole; determining whether the current borehole is an un-grouted area based on the predicted geological conditions of each borehole; injecting slurry into the grouting holes in the un-grouted area, and after the grouting operation is completed, obtaining the predicted geological conditions of each borehole; judging whether the current borehole is a grouted area or an un-grouted area based on the obtained predicted geological conditions of each borehole; if it is an un-grouted area, using the dynamic update and prediction model of the un-grouted area to predict the predicted demand index of the un-grouted area; if it is a grouted area, inputting the predicted geological conditions of the current borehole into the fitting prediction model of the grouted area until the preset requirements are met, and then stopping the grouting. This improves the timeliness and accuracy of the prediction and provides real-time guidance for grouting construction.

The utility model relates to the technical field of tunnel construction, in particular to a crusher and a heading machine comprising the same, and the crusher comprises a feeding cabin, a crushing mechanism and a discharging cabin which are connected in sequence; the crushing mechanism comprises a first-stage crushing mechanism and a second-stage crushing mechanism which are connected in sequence, the first-stage crushing mechanism is connected with the feeding cabin, and the second-stage crushing mechanism is connected with the discharging cabin; the secondary crushing mechanism comprises at least two groups of single-tooth roller structures, and a flow guide block is arranged above a channel between the two groups of single-tooth roller structures; and a discharging hole of the discharging cabin is connected with a discharging and slurry discharging pipe. According to the crusher provided by the utility model, coarse crushing is carried out on large-particle-size slag stones through the first-stage crushing mechanism, fine crushing is carried out through the second-stage crushing mechanism, and two-stage crushing operation is carried out, so that the requirement of a special stratum which contains a large number of large boulders and is rich in sandy cobbles on the particle size of the crushed slag stones is met, and stagnant discharge is avoided; at least two groups of single-tooth roller structures are adopted to crush slag stones and sundries, so that the crushing efficiency is high, and the requirement of the shield tunneling machine on the tunneling efficiency is met.

The drill bit device of the pebble bed geological pile driver comprises a drill bit rod body, and spiral blades are arranged on the peripheral side of the drill bit rod body; guide teeth are arranged at the drilling end of the drill bit rod body, a plurality of cutting drill bits are arranged at the drilling end of the spiral blade, and the cutting drill bits are sequentially arranged in the width direction of the spiral blade. The guide teeth are double-separate-head combined guide teeth, and the cutting drill bit is obliquely arranged; in the drilling direction, the height of the guide teeth is larger than that of the cutting drill bit. The drilling difficulty of the pebble bed geological drilling machine is solved, the construction progress is accelerated, the damage of the drilling machine is reduced, and the energy consumption is reduced.

The invention discloses high-pressure jet grouting pile equipment for a sedimentary rock pebble bed and a construction method of the high-pressure jet grouting pile equipment, and belongs to the field of foundation construction.The high-pressure jet grouting pile equipment comprises a crawler provided with a guide rail stand column and a mounting mechanism, a rotary chuck and a positioning mechanism are arranged on the guide rail stand column in a sliding mode, and a drill rod is detachably connected with a power head arranged on the rotary chuck; the positioning mechanism is used for limiting and driving a protective sleeve arranged on a drill rod in a sleeving mode, the protective sleeve is formed by sequentially connecting sleeve units end to end, the mounting mechanism is used for mounting the sleeve units to be mounted to be coaxial with the drill rod, the mounting mechanism comprises a base, a supporting frame and a hydraulic cylinder, and the base is arranged above the positioning mechanism; the lower end of the supporting frame is rotationally arranged on the base, the upper end of the supporting frame is used for temporarily fixing a sleeve unit to be installed, one end of the hydraulic cylinder is rotationally arranged on the base, and the other end of the hydraulic cylinder is rotationally connected with the supporting frame. When the sleeve units are installed, non-stop operation can be achieved, each sleeve unit limits the drill rod, and the perpendicularity of the drill rod is guaranteed.

The utility model provides a device for simulating the grouting of a pebble stratum, which comprises a grouting box, a hydraulic disc, a hydraulic cylinder and a hydraulic cylinder, wherein the hydraulic disc is arranged at the upper part of the grouting box and can apply pressure to water-rich sand pebbles; a water outlet and a grouting hole are formed in the upper portion of the side wall of the grouting box, and a water inlet is formed in the bottom of the side wall of the grouting box. The device for simulating the grouting of the pebble stratum can simulate and evaluate the performance of the grouting liquid of the water-rich sand pebble stratum, can screen out matched grouting liquid according to the water-rich sand pebble stratum in different areas and different geologies, and is simple in structure, low in cost and suitable for being vigorously popularized.

The application discloses a variable-diameter pile hole construction method suitable for deep and thick large-granularity pebble geology, adopts a rotary drilling machine to perform variable-diameter pile hole construction, the variable-diameter pile hole comprises coaxially arranged large-diameter pile holes and small-diameter pile holes, an integrated drill bit is arranged at the bottom of a drill rod of the rotary drilling machine, the integrated drill bit comprises a large-diameter drill bit for drilling the large-diameter pile holes and a small-diameter drill bit for drilling the small-diameter pile holes; when the large-diameter pile holes are drilled, the large-diameter drill bit is arranged outside the small-diameter drill bit, and the two are fixedly connected with the bottom of the drill rod; when the small-diameter pile holes are drilled, the large-diameter drill bit is fixed on the drill rod through a sliding clamp to guide the drill rod. The application can guarantee coaxial arrangement of the large-diameter pile holes and the small-diameter pile holes of the variable-diameter pile, protect the thickness of the reinforcing steel bar protective layer of the reinforcing cage, and does not need to replace the drill bit back and forth during construction, so that the construction efficiency is high.

The present application relates to the field of hydraulic engineering in the water conservancy and hydropower industry, and particularly relates to a stepped water-drop energy dissipation method with noise reduction function. The method forms a three-stage collaborative energy dissipation system of "pebble sound attenuation zone-water-drop step-energy dissipation pool" by excavating tooth grooves, laying anti-freezing impermeable geomembrane, pouring pebble sound attenuation zone framework and filling light-colored natural pebbles, combining with the water-drop steps with surface buried pebbles and the end energy dissipation pool. The method is suitable for various scenes such as urban landscape and freezing and thawing in the north, and has ecological compatibility and construction economy, and the service life of the structure is extended to more than 15 years.

The utility model relates to the technical field of drilling construction in the industries of geotechnical engineering, geological engineering, hydrogeological engineering, mine engineering and the like, and discloses an anti-collapse casing tool for stratum drilling exploration, which comprises a casing which is arranged inside a residual rock core outer pipe. The sleeve can only slide downwards relative to the remaining rock core outer pipe and cannot slide upwards. And the residual rock core outer pipe is a rock core outer pipe drilling tool for a double-layer rock core drilling process. A first friction expansive force ring and a second friction expansive force ring are fixedly connected to the outer portion of the sleeve. According to the utility model, the problem that the casing is difficult to run in easily collapsed and necking stratums such as gravel, pebble beds, miscellaneous fill, sludge or muddy soft soil, sand, rock stratums which are easily softened when meeting water, high crustal stress rock stratums and the like can be effectively solved. The construction process is stable and safe, material selection is simple, steps are clear, operation is simple and easy to implement, popularization is easy, and the beneficial effects are obvious.

The cofferdam structure comprises a plurality of steel pipe pile implanting holes which are distributed along the periphery of a cofferdam area at intervals, the steel pipe pile implanting holes are filled with clay, steel pipe piles are arranged in the steel pipe pile implanting holes in a penetrating mode, the lower ends of the steel pipe piles are inserted into the clay, and the lower ends of the steel pipe piles are inserted into the clay. The adjacent steel pipe piles are connected together through the steel sheet piles, the interval space between the adjacent steel pipe piles is sealed by the steel sheet piles, the lower ends of the steel sheet piles are nailed in the ground of a cofferdam area, a cofferdam wall is defined by the steel pipe piles and the steel sheet piles, and a plurality of reinforcing hoops distributed in the vertical direction are arranged on the inner surface of the cofferdam wall. And a plurality of horizontal supports for preventing the reinforcing hoop from deforming are arranged in the reinforcing hoop. The utility model aims to provide the cofferdam structure based on the medium-weathered argillaceous siltstone deep and thick pebble covering geology, which can conveniently realize construction in the medium-weathered argillaceous siltstone deep and thick pebble covering geology, and provides a novel cofferdam structure.

The invention relates to the technical field of buoyancy tanks, in particular to a buoyancy tank device for improving the efficiency of horizontal throwing block stone treatment of a sand-deviating geological river vortex pond, which comprises a tank body, a guardrail, a first steel beam, a second steel beam and a buoy, the guardrail is arranged on the edge of the surface of the tank body, the first steel beam and the second steel beam are respectively arranged on the top surface of the tank body and the ground, and the buoy is arranged below the second steel beam. According to the buoyancy tank device for improving the efficiency of treating the horizontally-thrown block stones in the sand-deviated geological river vortex pond, the stone throwing holes distributed in the surface of the tank body provide a centralized channel for block stone throwing, so that the block stones can be thrown into the tank body, and the block stones can be conveniently thrown into the tank body through the auxiliary pushing and sweeping assembly in the middle of the stone throwing holes. According to the design, the moving path of the block stones from a temporary stacking point to a final water entering position is effectively shortened; the shortening of the distance directly reduces the time and physical output required by manual carrying, so that the operation process is more labor-saving and efficient.

The method for measuring the underwater three-dimensional terrain of the pebble bed surface provided by the present disclosure comprises: building an image acquisition platform for obtaining an underwater image sequence of the pebble bed surface; arranging control points and measuring their coordinates; determining the camera height and the camera moving space interval; taking pictures of the target area by cross-section, obtaining the underwater image sequence of the pebble bed surface; performing spatial calculation on the image sequence based on the motion recovery structure method, obtaining the initial encrypted three-dimensional point cloud and the digital orthographic image; establishing a water surface model and calculating the initial water depth of the rasterized point cloud, performing refraction correction on the initial water depth of each point of the rasterized point cloud, finally calculating the corrected bed surface elevation and performing secondary correction on the bed surface elevation based on the water depth, and obtaining the underwater three-dimensional terrain of the target pebble bed surface. The present disclosure is suitable for direct and continuous measurement of the underwater three-dimensional terrain of the pebble bed surface based on photogrammetry, has high spatial resolution and accuracy, is low in cost, simple in arrangement, and does not interfere with the observation object.

The utility model discloses a rotary excavating pile drill bit for a super-long secant pile in a pebble water-rich stratum, which comprises a barrel with a closed upper end and an open lower end. The upper bottom plate is mounted at the bottom end of the cylinder body and is hinged to the cylinder body; the lower bottom plate is symmetrically mounted on the upper bottom plate along the center of the cylinder body, and a double-door space allowing drilling slag to enter is formed between the upper bottom plate and the lower bottom plate in the circumferential direction of the cylinder body; the cutting teeth are mounted on the side edge of the lower bottom plate and are arranged in a downward inclined manner; the pressing rod mechanism comprises a shaft rod and a connecting plate, the connecting plate is connected between the lower bottom plates in the diameter direction of the barrel, the lower end of the shaft rod is hinged to the connecting plate, and the upper end of the shaft rod penetrates out of the closed end of the barrel and is used for being connected with a driving mechanism on the drilling machine. The upper bottom plate and the lower bottom plate are arranged at the lower end of the barrel body to form the double-bottom double-door drilling bucket, and the double-bottom double-door drilling bucket is suitable for hard strata, shell layers, compact clay layers and gravel-cobble layers and is high in adaptability to medium-hard and hard strata.

The present application discloses a small-diameter pile mud wall protection hole-forming process, fills desert soil, and the geological loose sand pebble is loose, the hole wall will collapse when the drill rod is pulled out, the hole collapses when the drill rod is pulled out, the desert soil is filled in the collapsed hole with a shovel, the desert soil is filled to the level of the hole mouth, the desert soil is immersed in water, the hole is treated by immersion after being filled with desert soil, water in the water cart is introduced into the hole by using a fine tube, the soil in the hole and the surrounding soil is fully infiltrated, secondary impact drilling is carried out, the drill rod on the forearm clamp seat is replaced after the water is completely absorbed, secondary reaming is carried out, and the pile hole with mud wall protection is formed; the mud wall protection structure can effectively avoid the collapse of the pile foundation structure of the sand pebble geology, reinforce the inner wall of the pile hole, facilitate the subsequent installation of the cage and the concrete pouring operation, according to the permeable characteristics of the sand pebble geology, the filling of desert soil and the water injection are adopted, the soil viscosity in the hole is improved, the hole wall mud is formed, and the construction difficulty of the pile foundation is reduced.

The anchor cable construction drilling machine comprises a transport vehicle and a bracket arranged on the transport vehicle, a power cylinder and a drill rod are arranged on the bracket, a drill bit barrel and a fastening assembly are arranged outside the drill rod, and a stone crushing assembly, a beating assembly and an adjusting mechanism are arranged in the drill rod; when the adjusting mechanism works, the stone crushing assembly is driven to move downwards, the drill bit cylinder is driven to move upwards synchronously, and the fastening assembly is driven to expand through the auxiliary assembly. When the adjusting mechanism works, the stone crushing assembly is driven to move downwards to hit large stones, meanwhile, the drill bit cylinder moves upwards, the bottom of the drill bit cylinder is separated from the wall of a drilled hole, the hitting assembly conveniently strikes and falls off soil attached to the drill bit cylinder, and the situation that too many soil blocks affect the use condition of a drill bit is avoided; and the fastening assembly is opened along with the movement of the adjusting mechanism, and at the moment, the rotating rod drives the opened fastening assembly to rotate to extrude and fasten the soft hole wall.

The invention discloses a sandy gravel stratum and bed rock earth-rock interface modeling method and system, and relates to the technical field of unfavorable geologic body three-dimensional modeling, and the method comprises the steps: building a drilling three-dimensional model according to preliminarily designed grouting hole drilling information; drilling holes in the edge position of the tunnel face are selected as exploration holes, field drilling and snooping are carried out at the exploration holes of the tunnel face, the earth-rock junction condition of a sandy gravel stratum in the holes and bed rock is determined, earth-rock junction points are delimited, and a sequence is formed; performing embedded surface fitting, and constructing a three-dimensional curved surface model of the soil-rock interface; the three-dimensional curved surface model is embedded into the drilling three-dimensional model according to original coordinates, and drilling holes needing grouting are screened out of the remaining drilling holes according to the intersection condition of the drilling holes and the curved surface; performing field drilling snooping on any drilling hole to be grouted, exploring a soil-rock junction point, updating a sequence, updating the three-dimensional curved surface model, and screening the drilling holes to be grouted again; and continuously iterating and updating the model until a set condition is met, and completing modeling of the three-dimensional curved surface of the soil-rock interface.

The invention discloses a comprehensive prediction and characterization method and system for water-rich sandy gravel stratum tunnel sand bursting, and relates to the technical field of rock mass unstable stratum sand bursting prediction.The method comprises the steps that multi-dimensional drilling parameter data in the water-rich sandy gravel stratum tunnel drilling process is obtained, the global image of the stratum surrounding rock and the multi-source geological and hydrological parameter data of the drilling stratum are obtained; the obtained multi-source data are preprocessed, merging and secondary processing are carried out on the preprocessed multi-source data, and multi-source characteristic parameter data are extracted; based on the multi-source characteristic parameter data, depth layering characterization is carried out, a drill hole stratum characterization result is generated, and a sand bursting risk area is identified; and inputting the generated drill hole stratum characterization result into the trained sand inrush prediction model, extracting high-level features of fusion interaction through an attention mechanism and an interaction mechanism, and finally outputting a sand inrush grade prediction result. According to the method, the sand bursting risk grade can be comprehensively judged, and accurate, comprehensive, rapid and intelligent prediction of water-rich stratum sand bursting is achieved.

The present invention relates to the field of industrial engineering, specifically a method for rapidly constructing a large-diameter cyclone pool in a confined space under Gobi pebble geology, aiming to solve the problems of low construction efficiency, poor precision, high cost and high safety risk in the existing technology when constructing a large-diameter cyclone pool under Gobi pebble geology and confined space conditions. The present invention designs a variable-section cylinder and utilizes its "large at the bottom and small at the top" structure to reduce frictional resistance during the sinking process; adopts multi-level slope excavation to reduce the impact on the surrounding environment and occupation; combines thixotropic mud sinking technology to reduce frictional resistance between the cylinder and the soil; and through segmented scaffolding erection and cylinder manufacturing process and step-by-step deep caisson construction, combined with real-time monitoring and adjustment, ensures construction precision and safety, thereby improving the construction efficiency and precision of large-diameter cyclone pools under Gobi pebble geology and confined space conditions.

The application discloses a freezing design method for a strong water-permeable pebble layer through a freezing process of an inclined shaft, and particularly relates to the technical field of freezing construction. The rock and soil parameters and the regional historical environment temperature of the pebble layer through which the target inclined shaft passes are obtained; a three-dimensional geometric model of the inclined shaft is established to determine the position, inclination and spacing of the freezing pipes arranged along the shaft axis; a spatial model of the freezing area coupled with the pebble layer is constructed; a freezing-heat-seepage multi-field coupling model is constructed according to the historical environment temperature and the freezing pipe arrangement information, the formation process of the freezing body is numerically simulated, and the evolution functions of the freezing boundary expansion range and the freezing thickness at different times are obtained; the freezing coverage is analyzed to determine whether each depth section meets the design freezing thickness and safety factor requirements. The method can realize multi-physical field coupling modeling of the freezing process and accurate control of the freezing body evolution, has the advantages of strong predictability, uniform freezing effect and the like, and is particularly suitable for the freezing design and construction of the inclined shaft under complex geological conditions.

The invention relates to a deep station underground excavation construction method based on a freezing water stop technology, which comprises the following steps of: detecting the distribution density of pebbles and the positions of super-large pores in a stratum, recording the particle size and the arrangement direction of the pebbles in the stratum, and establishing a three-dimensional pore model of the stratum; a main hole is constructed, and after construction of the main hole is completed, the micro directional drilling machine extends out of the main hole and conducts drilling according to the three-dimensional hole model so as to construct branch holes and micro holes; first refrigerants are introduced into the micro holes for preset duration until crack ice plugs are formed, and then second refrigerants are introduced into the main holes for refrigeration until a frozen soil curtain is formed; the stratum is excavated, a primary support is arranged after excavation is completed, and a self-adaptive expansion bag body is pre-buried between the primary support and the frozen soil curtain; and the frozen soil is naturally unfrozen, the stratum stability of the unfrozen area is monitored in real time, and when it is monitored that the pore water pressure of the unfrozen area is reduced to a preset triggering threshold value, cement paste of a preset type is slowly injected into the self-adaptive expansion bag body.

The application provides a sand-pebble stratum grouting simulation test system and method based on a three-dimensional forming technology, relates to the technical field of grouting simulation tests, and is characterized in that: a sand-pebble stratum simulation module is based on drilling and geophysical prospecting data and geological exploration information, identifies the underground geological structure and stratum interface of the sand-pebble stratum to be simulated, and obtains fine stratum interface characterization, stratum permeability property characterization and stratum water abundance degree property characterization; based on the fine stratum interface characterization, three-dimensional forming printing is performed on each stratum interface, and the stratum interface is fixed in a test model cylinder; according to the stratum permeability property characterization and the stratum water abundance degree property characterization, the filling of stratum media is performed layer by layer, and the construction of the sand-pebble stratum model is completed; the application is based on the structural analysis of the sand-pebble stratum to be simulated, the stratum interface is printed by using the three-dimensional forming technology, the media is filled, the sand-pebble stratum model is constructed, and the reliability and accuracy of the sand-pebble stratum grouting simulation test are improved.