67 results about "Lateral earth pressure" patented technology

The invention relates to a method for embedding a side-direction soil pressure sensor in the soil and a device thereof, which belongs to the technical field of construction engineering. The device comprises a sensor installation pipe, an extension pipe, a soil pressure sensor, a protective steel jacket, a U-shaped protective steel clip, a rigging screw, a connector pipe, a data transmission guide wire and a data collection instrument. The data transmission guide wire of the soil pressure sensor is connected with the data collection instrument. A notch is arranged in the center of the sensor installation pipe; the soil pressure sensor is put into the protective steel jack and then the soil pressure sensor and the protective steel jack are embedded in the notch; the U-shaped protective steel clip and the rigging screw are used to fix; the connector pipe is used to extend the sensor installation pipe and the extension pie to the design length; the pipes are put into a soil drilling hole; the guide pipes are fixed temporarily, and then fine sand is backfilled into the drilling hole; after the fine sand is consolidated, and the side direction soil pressure test is carried out. The invention has the advantages of convenient installation and operation, economy and practicality, high survival rate of the sensor embedded, capability of quite accurately measuring the side direction soil pressure in the soil, and accurate and reliable test result.

The invention provides a limited filling retaining wall earth pressure distribution calculation method. According to the method, the earth pressure distribution is not artificially assumed to be linear, and the method is an expansion and supplement to the Coulomb theory; a rigid limited filling retaining wall is set as an object, the slip surface of the wall is still assumed to be a plane on the basis of the Coulomb theory and a wedge element method, and the action points and action distribution forms and degree of the active earth pressure of the slip surface in general conditions are calculated. The limited filling retaining wall earth pressure distribution calculation method can accurately calculate the resultant force and positions of reasonable action points of the earth pressure behind the retaining wall and grasp the nonlinear distribution of the earth pressure along the back of the wall for carrying out scientific and reasonable design and construction, thereby having important practical significance on scientific and reasonable guidance for the design of the retaining wall.

The invention provides a detecting device for detecting lateral pressure of a great-mobility concrete template and relates to a detecting device for detecting the lateral pressure of a concrete template, in order to solve the problems, such as large mould size, large concrete consumption, limited detection height and inaccurate measurement result existing in the traditional lateral pressure laboratory detection of a concrete template. An upper plate of the detecting device is exactly arranged on an lower plate of the detecting device, wherein two struts are arranged between the upper plate and the lower plate; a steel cylinder chassis is arranged on the upper end face of the lower plate; a round steel cylinder is arranged on the upper end face of the steel cylinder chassis; a steel cylinder sealing piston is arranged in the round steel cylinder and at the upper end; a screw jack is arranged on the upper end face of the steel cylinder sealing piston; a pressure sensor is fixed on the lower end face of the lower plate; a data acquisition display instrument is arranged on the upper end face of the upper plate; two pressure transducers are symmetrically arranged on the side wall of the round steel cylinder; the diameter of the inner cavity of the round steel cylinder is 200mm; and the height of the round steel cylinder is 400mm. The detecting device is used for detecting the lateral pressure of the great-mobility concrete template.

Disclosed is a method for determining the lateral earth pressure based on the multi-functional piezocone penetration test (CPTU) probe. The invention relates to a method for determining the lateral earth pressure based on the multi-functional CPTU, wherein a head of the penetration test probe is connected to a probe rod (6); a three-component earthquake detector (5) is arranged at the upper half part of the lower section of the probe, an inclinometer (4) is arranged at the lower part of the three-component earthquake detector (5), a friction cylinder (3) is located at the lower part of the inclinometer (4), a probe (1) is connected to the lower part of the friction cylinder (3), a pore pressure filter ring (2) is located at the junction between the friction cylinder (3) and the probe (1). The lateral pressure coefficient is directly derived by normalization of a measured value of side friction resistance (FS / ) and a predicted value of over consolidation ratio (OCR), and the OCR can be determined by the multi-functional CPTU testing technology in situ, wherein the correlation obtained by normalization of a net tip resistance and the OCR is reliable. The method is characterized by being in situ, fast, accurate, economic and the like.

The invention provides a test device for measuring lateral pressure of a concrete template. The test device comprises a base plate, at least one pair of opposite pouring templates, at least one pair of opposite pressure measurement templates, at least one steel bar meter, at least one split bolt, a plurality of surrounding purlins and a plurality of vertical ribs, wherein the pouring templates and the pressure measurement templates form a pouring space together with the base plate; the pressure measurement templates are positioned between the opposite pouring templates; a plurality of vertical ribs are arranged on one side, which is far away from the pouring space, of each pouring template and one side, which is far away from the pouring space, of each pressure measurement template; each steel bar meter is used for pulling and fixing one pair of opposite pressure measurement templates through a clearance between each surrounding purlin and each vertical rib; a protection sleeve sleeves the outer side of each steel bar meter and is positioned in the pouring space. The pressure measurement temperatures are pulled by the steel bar meter, so that the lateral pressure on the pressure measurement templates can be measured; furthermore, the protection sleeves are arranged on the outer sides of the steel bar meters, so that the steel bar meters in a test can be repeatedly used for multiple times, and the aim of lowering the test cost is achieved.

The invention discloses a concrete diaphragm wall lateral earth pressure cell embedding device, and relates to an application technology for monitoring concrete diaphragm wall lateral earth pressure in a water control project risk assessment and control process. The concrete diaphragm wall lateral earth pressure cell embedding device comprises a steel guide rod, sleeves for being connected with earth pressure cell bases, and support rods; the sleeves (2) for being connected with the earth pressure cell bases can freely slide on the steel guide rod (5); when a guy wire (9) is tensioned, the support rods (6) push circular sliding blocks (4) sleeving the sleeves (2) to compress springs (3), the springs (3) push the earth pressure cell bases (1) and the sleeves (2) to be supported into concrete diaphragm wall lateral earth; a tooth-shaped block (8) and a locking block (7) at the tail ends of the support rods (6) form a graded locking device allowing the support rods (6) to be locked at different angles, so that requirements of different concrete diaphragm wall widths and hardness and softness of earth on two sides of the wall can be met. The concrete diaphragm wall lateral earth pressure cell embedding device can be widely used for embedding an earth pressure cell for monitoring lateral earth pressure of various cast-in-situ concrete diaphragm walls in a water control project.

The invention discloses an earth pressure calculation method of a culvert, which comprises earth pressure calculation of the culvert in conditions that load-reducing measures are not implemented and the load-reducing measures are implemented. The earth pressure calculation is specifically performed in six conditions: vertical earth pressure in the condition that the load-reducing measures are not taken on the top of the culvert, vertical earth pressure in the condition that the load-reducing measures are taken on the top of the culvert, lateral earth pressure in the condition that the load-reducing measures are not taken on the top and the side of the culvert, lateral earth pressure in the condition that the load-reducing measures are taken on the top and the side of the culvert; lateral earth pressure in the condition that the load-reducing measures are taken on the top of the culvert, but not taken on the side of the culvert, and lateral earth pressure in the condition that the load-reducing measures are not taken on the top of the culvert, but taken on the side of the culvert. Aiming at the conventional culvert constructed by filling earth, the invention provides vertical and lateral earth pressure calculation formulae and load value methods in various conditions. Compared with the existing method, the results of the vertical and lateral earth pressure calculation formulae and the load value methods are closer to actual results. Additionally, aiming at the high filling culvert, the invention provides a load-reducing method and application criterion thereof. The problem of pavement deformation caused by defect of structure cracks and the culvert is effectively prevented.

A planter assembly o raise a garden bed to a height that eliminates or minimizes stoop labour is comprised of lightweight, flexible, materials with adequate tensile strength as well as a rigid element with adequate compressive strength.Flexible wire mesh is formed into a perimeter frame of pre-determined width, length and height in combination with rods and wire.A textile lines the perimeter frame, providing a barrier impervious to soil. The textile encloses the top horizontal wire of the mesh within a hem held fast by wire and is thereby restrained. A band of the textile, sufficiently wide to be held to the ground by the placement of soil, extends from the base of the perimeter frame towards its middle.Wire is also used as crossties to enable the lateral earth pressure pushing against one side to resist the lateral earth pressure pushing against the side opposite.

The invention discloses a embedding stability analysis method suitable for a narrow foundation pit. The embedding stability analysis method comprises the steps that (1) a foundation pit is supported by support piles and internal supports, whether the foundation pit is the narrow foundation pit or not is judged, specifically, through a conventional analysis method and analysis results, if the support piles on the opposite sides are located within the sliding face range, the foundation pit is the narrow foundation pit; and (2) all potential sliding faces are searched, the embedding stability ofall the sliding faces is calculated, and the sliding face with the minimum arc sliding stability security factor is the most unfavorable sliding face, wherein friction resistance between the support piles on the opposite sides and a sliding soil body and the contribution of active earth pressure to anti-sliding stability are considered for calculation of the embedding stability of the narrow foundation pit, and an anti-sliding security factor is judged through a formula (1). According to the embedding stability analysis method, by considering the friction resistance between the support piles on the opposite sides and the sliding soil body and the contribution of the active earth pressure to the anti-sliding stability, the accuracy of the calculation results to safety evaluation is improved.

The invention discloses an in-situ lateral earth pressure measuring device and method. The device comprises a measuring part and a control part. The measuring part comprises a measuring tube and an air bag. The top of the measuring tube is positioned by an adjustable clamp in order that the measuring tube and a measuring hole are coaxial. A guide rail is arranged on the inner sidewall of the lowerend of the measuring tube. A plurality of electromagnetic balls are distributed in the circumferential direction of the top of the air bag and can slide along the guide rail at the lower end of the measuring tube. An air guiding device is disposed at the center of the air bag. The upper interface of the air guiding device is connected to an air guiding tube. The air guiding tube extends out of the measuring tube to uniformly fill the air bag with air. A plurality of strain sensors are distributed on the sidewall of the air bag. The control part comprises a control box and a gas storage tank.The control box controls the amount of air introduced into the air bag by the air storage tank so as to calculate the expansion volume of the air bag. The controller receives the feedback signals of the strain sensors to show a stress and strain value relation curve of the lateral earth pressure. The air storage tank is connected to the air guiding tube and is the air source of the entire measuring device.

The invention belongs to the field of civil engineering, and relates to a unidirectional shearing model case for vibration table tests. The model case mainly consists of a peripheral case body, layering side plates and springs, wherein the two ends of the layering side plates are embedded in longitudinal slide grooves formed in the model case body; a plate gap slide groove is formed between the upper and lower adjacent layering side plates; roll balls are arranged in the plate gap slide groove; the inner side of each layering side plate and the peripheral case body are connected by the springs. Through the springs, a test soil body has certain lateral pressure in the vibration process, so that the lateral soil pressure in the soil body vibration process is simulated; the layering side plates can freely slide in the longitudinal slide grooves; the influence of friction on the test soil body is reduced, so that the tests can effectively simulate the vibration mechanical property of the soil body. The unidirectional shearing model case has the advantages that the safety is realized; the structure is simple; the application is convenient.

The invention discloses a design method of an angle brace supporting structure for a foundation pit with lateral pressures of adjacent boundaries being imbalanced. The design method comprises the steps that the parameters of a foundation pit design model are determined; the arrangement form of an inner support is determined; the overall pressures of side walls, on the adjacent boundaries, of the foundation pit within the action range of an angle brace (3) are determined; the parameters of an enclosing structure on the side with the low side wall overall pressure and the internal force of the angle brace are determined according to a single-fulcrum pile static balance method; the parameters of an enclosing structure on the side with the high side wall overall pressure are determined according to the single-fulcrum pile static balance method; the materials of the enclosing structures and reinforcing bars are determined according to the maximum bending moment and the maximum shearing force of the enclosing structures of all the portions; and finally, overall stability checking calculation, capsizing resistance checking calculation and heave-resistant stability checking calculation are conducted. By the adoption of the design method of the angle brace supporting structure for the foundation pit with the lateral pressures of the adjacent boundaries being imbalanced, the adjustment capacity of the enclosing structures is fully utilized for making the pressures of the two ends of the angle brace equal, the purpose of safe, economical and effective supporting is achieved, and the design method has extremely high popularization and application value.

The invention discloses a stepped multilevel sea reclamation method and sea reclamation dams provided with downward insertion caissons. Stepped multilevel sea reclamation dam structures are adopted, sea reclamation processes of building and filling sand are carried out in a graded manner from bottom to top in sequence, the sea reclamation dams in different levels are isolated, are parallel to each other and are gradually ascended from the sea side to the land side so as to be stepped; the sea reclamation dam of each level is formed by connecting a plurality of sea reclamation dam unit components, which are provided with the downward insertion caissons and are used for stepped multilevel sea reclamation, the transverse soil pressure of the sea reclamation dams is decomposed to multiple levels through the stepped multilevel sea reclamation dam structures, the soil pressure of each level is small, so that the security coefficient of the sea reclamation dams is improved, and the impact of waves can be reduced through the multilevel steps, thus the section size of the sea reclamation dams can be reduced, the material utilization amount is low, the investment and the construction difficulty are reduced, the construction efficiency is high, the cost is reduced, the construction period is short, and the effect is better, particularly in a deep sea reclamation water area.

The invention discloses a differential pressure type flowmeter. The flowmeter comprises a measuring pipeline, pressure sensors, elastic diaphragms and a probe, grooves are formed in the positions which are symmetric in the up-and-down direction of the measuring pipeline, the elastic diaphragms are installed on both sides, perpendicular to the direction of fluid, of the interiors of the grooves andused for converting the lateral pressure of the probe to the deformation of the elastic diaphragms, the probe is connected with the faces, located in the measuring pipeline, of the elastic diaphragm,and the pressure sensors are installed on the other faces of the elastic diaphragms. By installing a probe perpendicular to the speed direction of the fluid in the measuring pipeline, pressure difference perpendicular to the surface of the probe is generated on the probe by the fluid when the fluid passes through the probe, the magnitude of the differential pressure has a specific numerical relation with the properties (density and the like) of the fluid, and the differential pressure is measured by the pressure sensors on two ends of the probe to calculate the amount of the flow rate combining with the properties of the fluid and the geometric structure of the pipeline. The flowmeter has the advantages of smaller pressure loss of the fluid, additional energy consumption reduction and thelike.

The invention relates to an abutment earth pressure elimination based abutment structure. The abutment earth pressure elimination based abutment structure comprises an abutment which is connected with a bridge slab and a butt strap; a main beam which is connected with the abutment is arranged below the bridge slab; one end of the butt strap is connected with the abutment and the other end of the butt strap is arranged on a corbel; an embankment with a local reinforcement structure is arranged below the corbel; a fine sand cushion layer is arranged between the embankment and the butt strap; a gap is formed between the embankment and the abutment. According to the abutment earth pressure elimination based abutment structure and construction method, the lateral earth pressure produced by the direct contact of the integral abutment and the embankment is eliminated through reserved gap; the embankment which is close to the abutment is reinforced and is not easy to settle and fall and accordingly the abutment is directly supported on the reinforced embankment and the bending failure of the butt strap is avoided; the limitation on the horizontal direction of the butt strap is small due to the fine sand cushion layer and accordingly the butt strap can freely move vertically and the integral mechanical property of a bridge and the driving comfort are improved.

The invention discloses a method for forming a controlled modulus pile with pressure balance. The method includes: 1) preparing concrete according to the strength of the pile body according to the requirements of deformation control; The sensor (11) is connected with the pressure balance control valve (10) to measure the lateral pressure of the soil layer in real time during the drilling process; 3) during the drilling process, the drill pipe (5) is filled with concrete , control and adjust the pressure of the concrete in the drill pipe in real time according to the side pressure value measured by the pressure sensor, and keep it balanced; 4) When the drill reaches the design depth, stop drilling, lift the drill bit 20cm, and raise the concrete pump (8 ), the concrete output valve is automatically opened after pressurization, and the concrete is pressed into the borehole while the drill pipe is evenly lifted, at a lifting speed of 1.0‑1.5m / min until the ground level is reached, and the pile is completed. The method of the invention ensures the uniformity and quality of the long piles of the controlled modulus piles.

The invention discloses a double-wall hollow caisson foundation and a sinking construction method thereof. The double-wall hollow caisson foundation is characterized in that a double-wall hollow shaftwith an annular cavity is formed by an inner wall of the shaft and an outer wall of the shaft, so that mud suction equipment can be lowered through the annular cavity, and a mud suction head of the mud suction equipment reaches the bottom foot of the shaft, the bottom foot of the shaft is a blade foot, and the blade foot is arranged on the inner side wall of the bottom foot of the shaft in an integral ring mode; in the process of shaft sinking, an open caisson using the mud suction equipment keeps balance due to internal and external earth pressures and lateral earth pressures, and sinking iscarried out accurately in the vertical direction; under the influence of a cavity below the blade foot, a soil body in the open caisson continuously collapses and vertically sinks under the action ofgravity, thus a vertical downward negative friction is formed on a wall of the open caisson and the vertical force is increased when the open caisson sinks; the process is simple, the construction isconvenient, rapid and accurate sinking is realized, the sinking construction efficiency of the open caisson is improved, and the double-wall hollow caisson foundation and the sinking construction method thereof are suitable for the open caisson construction on land and in water.

The invention relates to the technical field of pipelines, in particular to a rubber pipe. The rubber pipe comprises a pipe body which comprises an inner rubber layer made of rubber, a spiral spring is wrapped around the inner rubber layer, and an outer rubber layer made of rubber is wrapped around the spiral spring; furthermore, space among spring wires of the spiral spring is filled with rubber, an inner filled layer is arranged between the inner rubber layer and the spiral spring, and an outer filled layer is arranged between the spiral spring and the outer rubber layer. The rubber pipe can be used for conveying gas or liquid media.

The invention relates to a design and construction method for a flexible composite lattice type recyclable double-row pile supporting structure. The method comprises the following steps that (1), a front pile row and a rear pile row are constructed; (2), profile steel crown beams are installed; (3), the earthwork is excavated in layers, panels are installed, and polymer grouting is carried out; (4), waist beams and contra-pull connecting rods are installed; (5), the earthwork is excavated vertically, hierarchically and sectionally in turn, the third step and the fourth step are repeated, the earthwork is excavated to the base elevation, and the construction of the flexible composite lattice type recyclable double-row pile supporting structure system is completed; and (6), after the supporting structure completes the use function, the supporting structure can be recycled step by step with the backfilling of a foundation pit. The constructed supporting structure system has the beneficialeffects of more reasonable structural stress, stronger resistance to lateral earth pressure, avoidance of crossing red lines, safety and reliability, quick construction, advanced technology, recyclability, superior economic and environmental protection indexes and the like and has considerable development and application prospects.

The invention relates to a comprehensive technique method for reinforcing spandrel wall and belongs to the field of building traffic engineering. The comprehensive technique method adopts the 'anchor bar opposite-pulling anchoring+ drain hole+ building seam grouting' trinitarian comprehensive reinforcing technological technique to solve the problems of extroversion, lateral protruding and the like of the spandrel wall of a solid-web type arch bridge, namely lateral deformation of the spandrel wall is avoided by opposite-pulling anchoring through an opposite-pulling rebar clamped steel plate. Seepage water in arch filler is timely removed by drilling water drainage holes so that lateral pressure of a soil body is reduced, and shear strength and integrity of the spandrel wall are improved by building seam grouting. By means of the comprehensive technique method, dismantling and rebuilding are not needed, traffic interruption cannot be caused, the construction period is short, the cost is low, the reinforcing effect is good, and the comprehensive technique method is widely applicable to side wall reinforcing of solid-web type stone-laying arch bridges.

The invention discloses an H-shaped steel foundation pit supporting device with small grouting ducts resisting lateral earth pressure to be mainly used for foundation pit supporting in the field of building construction. The supporting device is mainly composed of piles 1, segmentation steel sheet piles 2, waterstop air bags 3, U-shaped grooves 4, sealing rods 5, waterstop grooves 6, holes 7, the small grouting ducts 8 and anchor devices 9. The multiple piles 1 are driven into underground designed elevation positions from the ground one by one through a pile driver according to design requirements; then the segmentation steel sheet piles 2 of all the piles 1 are pressed in through special pile pressing equipment, so that a first supporting section is formed, deep earthwork of the first section is excavated, and the small grouting ducts 8 are installed and used for grouting; afterwards, a second section of earthwork is excavated, the cycle of construction is repeated until foundation pit supporting is completed; and the segmentation steel sheet piles 2 and the piles 1 are pulled out in sequence, and the supporting system is dismantled.

The invention discloses a side slope forepoling active decompression texture which comprises a forepoling structure, rock and soil mass of the forepoling structure and rock and soil mass to be excavated; wherein, a layer of flexible filler is filled between the forepoling structure and the rock and soil mass of the forepoling structure; the flexible filler has a function of allowing the rock and soil mass of the forepoling structure to make certain displacement to the outside of the side slope; the loaded static earth pressure is converted into active earth pressure, which achieves the purpose of reducing the pressure of the forepoling structure to the soil, thereby achieveing the purpose of reducing the pressure of soil actively. The invention also discloses a constructing method of a side slope forepoling active decompression texture. The invention has the advantages of turning the loaded earth pressure at rest of a forepoling structure to active earth pressure, high economic benefit, convenient construction, simple and practical property and high applicability.

A system for repairing masonry and concrete retaining walls that are failing under lateral earth pressure applied to the outer wall surface of the failing wall. Upper and lower spaced anchor plates are secured to the inner wall surface of the failing wall by respectfully securing the anchor plates to the inner wall surface with at least one anchor bolt. A threaded steel tension rod is then connected between the upper and lower anchor plates with nuts threadably secured to upper and lower ends of the rod. The threaded steel tension rod is placed under a desired tension load to thereby apply an external tension forced to the inner wall surface without applying bending stresses to the threaded steel rod by tightening at least one of the nuts.

The invention discloses a drainage component with an isolation reinforcer and belongs to the field of drainage components for soft soil foundation construction. The filtering membrane layer of the existing structure easily falls into a drainage channel and is lacerated by the side wall (rack) of the drainage channel under lateral pressure. The drainage component comprises a plastic or synthetic resin core plate made with a plurality of longitudinal parallel drainage channels; and the core plate is externally coated with at least one filtering membrane layer. The drainage component is characterized in that the isolation reinforcer is arranged between the drainage channels and the filtering membrane layer, and has the advantage that the filtering membrane layer and the core plate are firmly connected and the advantage that the filtering membrane layer does not easily collapse, fall or crack.

The invention discloses a method for calculating vertical earth pressure and deformation of high-filled steel bellows culvert. Based on the consideration of vertical convergence deformation of steel bellows, the calculation method of vertical earth pressure of steel bellows culvert without load relief technique and the calculation method of vertical convergence deformation of steel bellows culvertwith load relief technique are proposed from the settlement of soil column in the plane of pipe top. The calculation method of vertical earth pressure of steel bellows culvert and the calculation method of vertical convergence deformation of pipe culvert with load relief technique are presented. The present invention can provide earth pressure calculation method for steel bellows pipe culvert design after conventional filling or load reduction measures under high fill, and also provides calculation method for vertical convergence deformation of pipe culvert. The earth pressure and deformationcalculation result are consistent with the actual situation, and the calculation method fills in the blank in the field at home and abroad. The load reduction design method provided by the inventioncan effectively reduce the vertical earth pressure on the culvert top, prevent the pipe culvert structure from producing large deformation, and simultaneously protect the safety and stability of the culvert structure.

The invention relates to a metal wire harness-armored lateral pressure resisting micro-cable and a manufacturing method thereof. The method is characterized by comprising the following steps of: twisting multi-strand small-diameter metal round single wires into a metal wire harness; twisting the multi-strand metal wire harness into a hollow polygonal armored cavity of which the cross section is in an inward bent arc shape under the control of a die; synchronously embedding an optical fiber while the armored cavity is formed, and filling a water-resistant compound; and forming an outer sheath layer on the outer side of the armored cavity through extrusion. The external diameter of the micro-cable is between 4 and 9mm, and the tensile and lateral pressure resisting mechanical properties of the micro-cable are obviously enhanced, so that the optical communication of the micro-cable can be safely and reliably operated in severe environments such as a sewer, a pavement micro-groove, underwater, sea bottom and the like.

The invention relates to a chained tilting prevention device for an advanced support. The chained tilting prevention device comprises a blocking railing which comprises a left railing body and a right railing body, wherein one ends of the left railing body and the right railing body are respectively and fixedly connected with articulated slabs and are articulated by hinges; the chained tilting prevention device is characterized in that the other ends of the left railing body and the right railing body are respectively and fixedly connected with an inserting wedge plate; an inserting wedge hole is arranged on each inserting wedge plate and is internally spliced with a wedge pin; a limiting anti-dropping plate is fixedly connected to the outer side of the blocking railing; and a Z-shaped limiting anti-dropping groove is arranged on the limiting anti-dropping plate; and a ring-shaped chain is connected to the interior of the Z-shaped limiting anti-dropping groove. The invention realizes the purpose that the chained tilting prevention device for the advanced support under the coal mine shaft can be dismantled conveniently; and the chained tilting prevention device has the advantages of realizing the flexible connection function, meets the requirements that the influences of periodic weighting and partial earth pressure of the coal mining face of a coal mine can buffer deformation, increasing the safety factor of worker operation and reducing the labor intensity of workers, the material cost and the like.