An assemblyable dike breach edge collapse prevention device and method

Abstract

The application discloses a kind of can be assembled embankment breach edge collapse prevention device and method, the device includes assembled anti-slide stone ridge module and assembled embankment head wrapping head component, the assembled embankment head wrapping head component includes prefabricated surface layer grid, and a plurality of reinforced anchorage through the prefabricated surface layer grid and inserted into soil body, the assembled anti-slide stone ridge module is connected fastening with prefabricated surface layer grid by assembling connector, the bottom surface of the prefabricated surface layer grid is provided with cushion layer, and the prefabricated surface layer grid is connected fastening with reinforced anchorage by coupling interface.The modules of the application are connected in situ by assembling interface, and the cushion layer and the prefabricated surface layer grid are factory prefabricated composite integrated components, which can be assembled into a whole assembly in a very short time and hoisted and laid in one piece, greatly shortening the rescue operation time.

Description

Technical Field

[0001] This invention belongs to the field of emergency repair technology for dike breaches, and particularly relates to a device and method for preventing the collapse of dike breach edges. Background Technology

[0002] After a levee breaches, the water flows at high speed through the breach, and the soil on both sides of the levee head is prone to continuous collapse and retreat under scouring and soaking, causing the breach to widen continuously. The emergency rescue operation area becomes increasingly narrow and may even lose the space for sealing operations. Therefore, it is crucial to protect the levee head effectively as soon as possible and prevent the edge of the breach from collapsing.

[0003] Existing protective measures mostly employ methods such as dumping boulders, gabions, or geotextile soft embankments, but these have significant shortcomings: they require on-site filling, binding, or welding, making standardized and rapid assembly impossible and hindering the formation of a complete protective system within a very short emergency response window; dumped materials are easily washed away by rapid currents, failing to form effective anchorage with the embankment body and thus failing to prevent continuous collapse of the embankment head; the protective structure cannot tightly adhere to the pre-sloped embankment surface, resulting in gaps and failing to effectively suppress the loss of fine particles from the slope; and they lack the synergistic function of permeable filtration and rapid drainage, easily leading to seepage damage within the soil. Therefore, there is an urgent need to develop a prefabricated embankment head protection method that supports rapid assembly of standardized prefabricated modules, can be hoisted and laid as a whole, and reliably anchored to the embankment body. After laying, this method should be able to bear the subsequent filling of boulders, soil, and other sealing materials. Through the synergistic effect of material weight and structural tensile strength, a comprehensive protective system with anti-slip, conformal covering, permeable filtration, and solid sealing capabilities can be quickly formed, providing technical support for rapid emergency response to embankment breaches.

[0004] Patent application CN111979978A discloses a breach sealing device. This device uses two simply supported beams spanning the breach, with multiple rotatable vertical plates forming a louver structure below. The vertical plates are gradually closed by pulling ropes. Sandbags and stones are layered and stacked, with embedded steel mesh, and finally, concrete is poured to form a permanent sealing wall. This design achieves progressive sealing and structural reinforcement, but the device structure is complex, and the sealing effect takes a long time to materialize.

[0005] Patent document CN121023996B discloses a device and method for on-site control of flow velocity in a dike breach. This device uses conical barbed piles to firmly implant steel pipe piles into the riverbed, enhancing the device's "rooting" ability; it employs an L-shaped flow-guiding channel with a circular arc transition to change the direction of water flow and reduce velocity; a stilling grid combined with a rectangular long channel dissipates water kinetic energy, and a viscoelastic buffer layer deforms and consumes energy during collisions, forming a multiple velocity reduction mechanism. However, this device relies on steel pipe piles for fixation, resulting in a simple fixation structure. Summary of the Invention

[0006] To solve the above-mentioned technical problems, the present invention provides an assembleable device and method for preventing collapse at the edge of a dike breach.

[0007] The present invention is achieved through the following technical solutions.

[0008] The present invention provides an assemblable dike breach edge anti-collapse device, comprising an assemblable anti-slide retaining wall module and an assemblable dike head wrapping assembly. The assemblable dike head wrapping assembly includes a precast surface grid and a plurality of reinforced anchors that pass through the precast surface grid and are inserted into the soil. The assemblable anti-slide retaining wall module and the precast surface grid are connected and fastened by assembly connectors. A cushion layer is provided on the bottom surface of the precast surface grid, and the precast surface grid is connected and fastened to the reinforced anchors through coupling interfaces.

[0009] Preferably, the assembly connector includes a connecting sleeve, a limiting head pin, and a locking cap. Multiple connecting sleeves are respectively fixedly mounted on the prefabricated surface grating and the assembled anti-slip retaining wall module. The connecting sleeves on the prefabricated surface grating and the connecting sleeves on the assembled anti-slip retaining wall module are coaxially corresponding. The limiting head pins are sequentially inserted into the coaxially corresponding connecting sleeves. One end of the limiting head pin has a limiting head, and the other end has an external thread section. The locking cap is threaded onto the external thread section. The limiting head pin and the locking cap are located on opposite sides of the coaxially corresponding connecting sleeve.

[0010] Preferably, the edges of the prefabricated surface grid of two adjacent prefabricated dike head wrapping assemblies are respectively provided with coaxial corresponding connecting sleeves, the limiting head pins are sequentially inserted into the connecting sleeves of the two adjacent prefabricated dike head wrapping assemblies, and the locking cap is threadedly connected to the external thread section of the limiting head pin.

[0011] Preferably, the prefabricated anti-slip retaining wall module is a hollow cage structure, with an assembly cavity inside the cage structure for accommodating counterweight filler. The reinforced anchor has a pile tip fixed to the soil end.

[0012] A method for using an assemblable device for preventing collapse at the edge of a dike breach includes the following steps: S1: Based on the weight of the mechanical equipment and the soil quality of the dike head, calculate the stress conditions of the prefabricated dike breach edge anti-collapse device under transportation, assembly, hoisting and laying conditions, and pre-calculate the overall anti-sliding stability coefficient of the dike head after laying and reinforcing with the prefabricated dike breach edge anti-collapse device, so as to prepare a prefabricated dike breach edge anti-collapse device that meets the usage requirements, and reserve a spare device according to actual needs. S2: Several prefabricated anti-slide retaining wall modules and prefabricated dike head wrapping components are transported to the dike breach using mechanical equipment. The dike head is pre-sloped using mechanical equipment to form a pre-sloped surface, and the base is prepared at the junction of the pre-sloped slope bottom and the original ground. S3: Fill the assembly cavity of the prefabricated anti-slip stone retaining wall module with counterweight filler. At this time, the amount of counterweight filler is less than half of the volume of the assembly cavity. Fix the cushion layer to the bottom surface of the prefabricated surface grid and connect the reinforced anchor to the prefabricated surface grid through the coupling interface to form the prefabricated dike head wrapping component. S4: Assemble the prefabricated anti-slide stone retaining wall module with the prefabricated dike head wrapping component. By extending the bottom edge of the prefabricated surface grid to the prefabricated anti-slide stone retaining wall module, and mechanically locking the prefabricated anti-slide stone retaining wall module with the prefabricated surface grid through the assembly connector, an assemblable dike breach edge anti-collapse device is formed. S5: Using mechanical equipment, the assembled prefabricated dike breach edge anti-collapse device is hoisted and laid on the dike head, so that the prefabricated anti-slide stone retaining module is placed on the base, and the prefabricated dike head wrapping component is attached to and covered on the pre-sloping surface. S6: Use counterweight filler to fill the assembly cavity of the prefabricated anti-slide retaining wall module, apply the self-weight of the external filler to the top of the prefabricated dike head wrapping component, and use mechanical equipment to apply downward pressure to overcome the soil penetration resistance. The tip of the reinforced anchor is then implanted into the slope surface as a whole, thereby fixing the prefabricated dike breach edge anti-collapse device to the dike head and completing the anti-collapse reinforcement of the dike breach edge.

[0013] Preferably, the calculation method for the overall anti-sliding stability coefficient of the reinforced embankment head in S1 is as follows: ; In the formula: The overall anti-sliding stability coefficient of the reinforced embankment head; The first on the sliding surface Effective cohesion and effective internal friction angle of soil strips; For the first The weight of the earthen strip; For the first on the sliding surface The effective slip surface length at the bottom of the soil strip; The equivalent vertical dynamic load applied by mechanical equipment to the prefabricated surface grid (4) and transmitted downwards; Provides axial pull-out resistance for a single reinforced anchor (5); The angle between the reinforced anchor (5) and the normal to the sliding surface; Due to the water permeability and filtration effect of the cushion layer (3), the pore water pressure of the sliding surface is reduced; The passive anti-slip resistance provided at the toe of the prefabricated anti-slip rock retaining module (1); For the first The angle between the tangent direction of the slip surface of the soil strip and the horizontal plane; This represents the total number of soil strips into which the sliding soil mass is divided. For the divided first A strip of earth.

[0014] Preferably, the stress conditions under which the dike breach edge anti-collapse device can be installed in S1 include: The concentrated ground pressure of the mechanical equipment track, after being homogenized by the prefabricated surface grid and the cushion layer, is transmitted to the surface of the lower soil, satisfying the dissipation relationship of the actual additional stress. Reinforced anchors achieve the mechanical triggering conditions for self-penetration into the soil without power. The stress condition of the assembled connectors; The stress conditions of the coupling interface.

[0015] Preferably, the dissipation relationship satisfied by the actual additional stress transmitted to the surface of the underlying soil after the concentrated ground pressure of the mechanical equipment track is homogenized by the precast surface grid and the cushion layer. The calculation method is as follows: ; In the formula: This is the actual homogenized additional stress transmitted to the underlying soft soil. These are the in-plane equivalent bending stiffness of the precast surface grid, respectively. It is the subgrade coefficient of the composite foundation consisting of the cushion layer and the soil below it; The effective stress diffusion width is formed by the multi-degree-of-freedom hinged system of the prefabricated surface grid. This is the stress attenuation coefficient within the soil. This represents the vertical downward depth of the calculation point within the soft soil mass from the pre-sloping surface. The stress shape factor of a single grid on a dimensionless precast surface grid; This is a physical law showing that stress decreases exponentially with increasing depth; This refers to the concentrated grounding specific voltage of the tracks of mechanical equipment.

[0016] Preferably, the reinforced anchor achieves the mechanical triggering condition for self-penetration into the soil without power, and the ultimate end resistance during the penetration process is set as follows: The ultimate frictional resistance of the sidewall is The calculation method is as follows: ; In the formula: These refer to the specific weight and stacking height of the sealing counterweight filler above the prefabricated dike head wrapping assembly; The effective bearing area for transferring loads from the precast surface grid to the connection point of a single reinforced anchor; The transient impact pressure generated when mechanical equipment enters the prefabricated dike head assembly; The effective cutting cross-sectional area of ​​the tip of a single reinforced anchor pile; The undrained shear strength of the saturated soil at the breach; These are the rod diameter and the depth of penetration into the soil of the reinforced anchor, respectively. This is the reduction factor for penetration resistance when the pile tip of the reinforced anchor cuts into the soil. 1.0; This is the bearing capacity coefficient; Vertical depth; For depth Unit sidewall frictional resistance at the location; ; = .

[0017] Preferably, the stress condition of the assembly connector is verified by taking the connection between the mounting hole of the assembly connector for installing the pin and the pin as the verification object, including the calculation of the following three stress dimensions: a) When the connection is subjected to tension or compression on both sides, the pin section will bear shear force. The calculation method for the shear resistance of the connection itself is as follows: ; In the formula: This represents the maximum shear force that the connection point can withstand. The number of sheared surfaces; The diameter of the pin; This refers to the design value of the shear strength of the pin material; b) The pin has high hardness, but the wall of the mounting hole used to install the pin is relatively thin. Under stress, the hole wall is easily deformed or even torn by the pin. The calculation method for local bearing pressure on the hole wall is as follows: ; In the formula: This refers to the local bearing pressure on the borehole wall; The diameter of the pin; The effective total thickness of the pressure-bearing pipe wall in the direction of force application; This refers to the design value of the local end-face bearing strength of the pipe. c) After the assembly connector is equipped with mounting holes for installing pins, the effective cross-sectional area of ​​the assembly connector becomes smaller. The tensile strength at the mounting holes for installing pins and the net cross-sectional tensile strength of the assembly connector must meet the following requirements: ; In the formula: This refers to the axial tensile force borne at the connection point. The net cross-sectional area of ​​the assembled connector is calculated by subtracting the area of ​​the mounting holes used to install the pins. This is the design value for the tensile strength of the pipe.

[0018] Preferably, the stress condition of the coupling interface includes the calculation of the shear resistance of the threads of the reinforced anchor: ; In the formula: The maximum axial tensile force that the reinforced anchorage can withstand; The maximum axial tensile force that the reinforced anchorage can withstand; The root diameter of the thread of the reinforced anchor; The effective thread engagement length of the reinforced anchor; Allowable shear stress of the threaded material for reinforced anchors; Calculation of the tensile strength at the net cross-section of the thread root diameter of the reinforced anchor: ; In the formula: The maximum axial tensile force that the reinforced anchorage can withstand; This represents the design value of the yield strength of the reinforced anchor.

[0019] The beneficial effects of this invention are as follows: 1. The modules of this invention are connected on site through assembly interfaces. The subbase and prefabricated surface grid are prefabricated composite integrated components in the factory, which can be assembled into an overall assembly in a very short time and hoisted and laid in one go, greatly shortening the time for emergency rescue operations.

[0020] 2. The prefabricated anti-slide retaining wall module is filled with counterweight filler to form a gravity retaining wall. With the embedded reinforced anchor, the pile tip of the reinforced anchor can cut or remove the stone obstacles in the soil through stress concentration effect during the penetration process, ensuring the continuity of the anchoring path and forming a reliable anchoring system between the device and the dike head, effectively resisting the scouring of the rapid flow and lateral slippage.

[0021] 3. The prefabricated embankment end cap component is designed to be composed of multiple prefabricated surface grid components assembled through interfaces, which can tightly conformally cover the pre-sloping surface; the prefabricated surface grid has both deformation capacity and can be hinged with multiple degrees of freedom, which can resist and disperse the concentrated ground pressure and cutting force during mechanical equipment operation, and prevent the bottom permeable cushion layer from tearing; the cushion layer can drain water and block soil, effectively inhibiting the loss of fine particles from the slope surface. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the structure of the present invention; Figure 2 This is a structural schematic diagram of the prefabricated anti-slip stone retaining wall module of the present invention; Figure 3 This is a schematic diagram of the prefabricated dike head wrapping assembly of the present invention; Figure 4 This is an exploded structural diagram of the assembly connector of the present invention; Figure 5 This is a schematic cross-sectional view of the assembled connector of the present invention. Figure 6 This is a partial structural diagram of the connection between the prefabricated embankment head wrapping component and the prefabricated anti-slip stone retaining wall module of the present invention. Figure 7 This is a partial structural schematic diagram of the quick connection point between adjacent prefabricated dike head wrapping components of the present invention; Figure 8 This is a schematic diagram of the assembly state of the prefabricated dike head wrapping component and the prefabricated anti-slip stone retaining wall module before they are connected. Figure 9 This is a schematic diagram of the assembly state of the adjacent prefabricated dike head wrapping components before connection according to the present invention; Figure 10 This is a schematic diagram of the connection between the reinforced anchor and the coupling interface of the present invention.

[0023] In the figure: 1-Prefabricated anti-slip stone retaining wall module, 2-Prefabricated embankment head wrapping component, 3-Subbase layer, 4-Prefabricated surface grid, 5-Reinforced anchor, 6-Assembly connector, 61-Limit head pin, 62-Connecting sleeve, 63-Locking cap, 7-Coupling interface. Detailed Implementation

[0024] The technical solution of the present invention is further described below, but the scope of protection is not limited to what is described.

[0025] Example: like Figures 1 to 10 As shown, an assemblable anti-collapse device for dike breach edges includes a prefabricated anti-slide retaining wall module 1 and a prefabricated dike head wrapping assembly 2. The prefabricated dike head wrapping assembly 2 includes a prefabricated surface grid 4 and multiple embedded reinforced anchors 5 that pass through the prefabricated surface grid 4 and are inserted into the soil. The prefabricated anti-slide retaining wall module 1 and the prefabricated surface grid 4 are connected and fastened to each other by assembly connectors 6 and transported to the breach by mechanical equipment. A cushion layer 3 is provided on the bottom surface of the prefabricated surface grid 4, and the prefabricated surface grid 4 is connected and fastened to the reinforced anchors 5 through coupling interfaces 7.

[0026] The prefabricated anti-slip stone retaining wall module 1 and the prefabricated embankment head wrapping component 2 can be set in different quantities according to the actual situation to achieve a modular effect.

[0027] Both the prefabricated anti-slip rock retaining module 1 and the prefabricated embankment head wrapping component 2 are prefabricated standard parts, forming a multi-form support system that can be expanded in an array according to the size of the on-site working surface.

[0028] The prefabricated dike head wrapping component 2 is fitted and covered on the slope surface after the pre-slope is lowered at the edge of the breach. It conforms to the geometric contour of the pre-slope surface to achieve conformal covering, which is used to suppress the loss of fine particles on the slope surface and homogenize the surface load.

[0029] The padding layer 3 can be pre-fixed to the bottom surface of the prefabricated surface grid 4 by mechanical riveting or bonding to achieve rapid on-site installation.

[0030] Subbase 3 is a commercially available composite geotextile used to drain pore water from the soil and prevent the loss of fine particles.

[0031] The precast surface grid 4 is a deformable metal load-bearing grid panel, and several rectangular grids are set on the precast surface grid 4. The precast surface grid 4 is a precast standard component, and multiple precast surface grids 4 can be connected into a multi-degree-of-freedom hinged system through the assembly connector 6 to adapt to the geometry of the embankment slope.

[0032] The main body of the reinforced anchor 5 is an alloy steel rod with high bending modulus, and its soil-entry end is fixed with a high-hardness special-shaped pile tip; the reinforced anchor 5 overcomes the soil penetration resistance and is automatically implanted into the slope by the self-weight of the external fill material applied above the prefabricated dike head wrapping assembly 2 and the downward pressure of the equipment.

[0033] The assembly connector 6 includes a limiting head pin 61, a connecting sleeve 62, and a locking cap 63. The connecting sleeve 62 is fixedly connected to the prefabricated surface grid 4 and the prefabricated anti-slip stone retaining wall module 1, respectively. The limiting head pin 61 passes through the connecting sleeve 62, and the exposed end of the limiting head pin 61 is threadedly connected to the locking cap 63 to restrict the limiting head pin 61 from exiting axially. This enables the prefabricated connection between the prefabricated dike head wrapping assembly 2 and the prefabricated anti-slip stone retaining wall module 1, as well as the prefabricated quick connection between adjacent prefabricated dike head wrapping assemblies 2.

[0034] The edges of the prefabricated surface grid 4 of two adjacent prefabricated dike head wrapping assemblies 2 are respectively provided with coaxial corresponding connecting sleeves 62. The limiting head pins 61 are sequentially inserted into the connecting sleeves 62 on the two adjacent prefabricated dike head wrapping assemblies 2, and the locking caps 63 are threaded to the external thread section of the limiting head pins 61 to restrict the limiting head pins 61 from axially withdrawing, thereby realizing the axial anti-detachment quick assembly connection between the two adjacent prefabricated dike head wrapping assemblies 2.

[0035] The coupling interface 7 is a connector cap. One end of the reinforcing anchor 5 has a thread on its outer wall. One end of the reinforcing anchor 5 is threaded to the coupling interface 7. The coupling interface 7 is connected to the prefabricated surface grid 4.

[0036] The assembled anti-slip stone retaining wall module 1 is a hollow cage structure. The cage structure is a three-dimensional rigid skeleton. The skeleton is made of metal parts, and an assembly cavity is formed inside the cage structure to accommodate the counterweight filler. The main body of the reinforced anchor 5 is an alloy steel rod with a high bending modulus, and its soil-entry end is fixed with a special-shaped pile tip; the reinforced anchor 5 overcomes the soil penetration resistance and is automatically implanted into the slope by the self-weight of the external fill material and the downward pressure of other equipment applied above the prefabricated dike head wrapping assembly 2.

[0037] A method for using an assemblable device for preventing collapse at the edge of a dike breach includes the following steps: S1: Based on the weight of the mechanical equipment and the soil quality of the dike head, calculate the stress conditions of the prefabricated dike breach edge anti-collapse device under transportation, assembly, hoisting and laying conditions, and pre-calculate the overall anti-sliding stability coefficient of the dike head after laying and reinforcing with the prefabricated dike breach edge anti-collapse device, so as to prepare a prefabricated dike breach edge anti-collapse device that meets the usage requirements, and reserve a spare device according to actual needs. S2: Several prefabricated anti-slide retaining stone modules 1 and prefabricated dike head wrapping components 2 are transported to the dike breach using mechanical equipment; the dike head is pre-sloped using mechanical equipment to form a pre-sloped slope surface, and the base is prepared at the junction of the pre-sloped slope bottom and the original ground. S3: Fill the assembly cavity of the prefabricated anti-slip retaining wall module 1 with counterweight filler. At this time, the amount of counterweight filler is less than half of the volume of the assembly cavity, so that it forms a gravity retaining wall with a certain anti-slip capability; fix the cushion layer 3 to the bottom surface of the prefabricated surface grid 4, and connect the reinforcing anchor 5 to the prefabricated surface grid 4 through the coupling interface 7 to form the prefabricated dike head wrapping component 2. S4: Assemble the prefabricated anti-slide stone retaining wall module 1 with the prefabricated dike head wrapping component 2. Extend the bottom edge of the prefabricated surface grid 4 to the prefabricated anti-slide stone retaining wall module 1, and mechanically lock the prefabricated anti-slide stone retaining wall module 1 and the prefabricated surface grid 4 with the assembly connector 6 to form an assemblable dike breach edge anti-collapse device. S5: Using mechanical equipment, the assembled prefabricated dike breach edge anti-collapse device is hoisted and laid on the dike head, so that the prefabricated anti-slide stone retaining block module 1 is placed on the base. At this time, the prefabricated anti-slide stone retaining block module 1 is underwater, and at the same time, the prefabricated dike head wrapping component 2 is attached to and covered on the pre-sloping surface. S6: Use counterweight filler to fill the assembly cavity of the prefabricated anti-slide retaining wall module 1, apply the self-weight of the external filler to the top of the prefabricated dike head wrapping component 2, and use mechanical equipment to apply downward pressure to overcome the soil penetration resistance, so that the tip of the reinforced anchor 5 is implanted into the slope surface as a whole, thereby fixing the prefabricated dike breach edge anti-collapse device to the dike head, and completing the anti-collapse reinforcement of the dike breach edge.

[0038] The calculation method for the overall anti-sliding stability coefficient of the reinforced embankment head in S1 is as follows: ; In the formula: The overall anti-sliding stability coefficient of the reinforced embankment head; The first on the sliding surface Effective cohesion and effective internal friction angle of soil strips; For the first The weight of the earthen strip; For the first on the sliding surface The effective slip surface length at the bottom of the soil strip; The equivalent vertical dynamic load is applied by mechanical equipment to the prefabricated surface grid 4 and transmitted downwards; The axial pull-out resistance provided by the reinforced anchor 5; The angle between the reinforced anchor 5 and the normal to the sliding surface; Due to the water permeability and filtration effect of the cushion layer 3, the pore water pressure of the sliding surface is reduced; The passive anti-slip resistance provided at the toe of the prefabricated anti-slip rock retaining module 1 at the slope toe; For the first The angle between the tangent of the slip surface of the soil strip and the horizontal plane (the inclination angle of the bottom surface of the soil strip). This represents the total number of soil strips into which the sliding soil mass is divided. For the divided first A strip of earth.

[0039] As can be seen from the above formula, the present invention achieves this through... and The combined intervention of these factors increases the numerator (anti-slip force) of the formula while reducing the denominator (slip-down force), demonstrating from a mechanical perspective that this device can withstand dynamic loads. It has a beneficial effect on maintaining slope stability.

[0040] The stress conditions of the embankment breach edge anti-collapse device that can be installed in S1 include: The concentrated ground pressure of the mechanical equipment track, after being homogenized by the precast surface grid 4 and the cushion layer 3, is transmitted to the surface of the lower soil, satisfying the dissipation relationship of the actual additional stress. The reinforced anchor 5 achieves the mechanical triggering condition for self-penetration into the soil without power. The stress condition of assembly connector 6; The stress condition of coupling interface 7.

[0041] To address the issue of localized punching shear failure of weak soil at the breach edge under the tracks of mechanical equipment, a rigid-flexible coupled stress redistribution layer was constructed using prefabricated surface geogrid 4. Based on an elastic half-space foundation model, the concentrated ground pressure of the mechanical equipment tracks was determined. After the homogenization effect of the precast surface geogrid 4 and the cushion layer 3, the actual additional stress transmitted to the surface of the underlying soil is... The dissipation relationship satisfying the above equation is calculated as follows: ; In the formula: This is the actual homogenized additional stress transmitted to the underlying soft soil. These are the in-plane equivalent bending stiffness of the prefabricated surface grid 4; The subgrade coefficient is the composite foundation bed formed by the cushion layer 3 and the soil below it. The effective stress diffusion width is formed by the prefabricated surface grid 4-degree-of-freedom hinged system; This is the stress attenuation coefficient within the soil. This represents the vertical downward depth of the calculation point within the soft soil mass from the pre-sloping surface (i.e., the surface on which the load is applied). The force shape factor of a single grid on the dimensionless prefabricated surface grid 4; This is a physical law showing that stress decreases exponentially with increasing depth; The concentrated grounding specific voltage for the tracks of mechanical equipment; As can be seen from the above formula, the surface layer grille 4 of the present invention provides bending stiffness. This makes the denominator term Increase, thus increasing the originally concentrated grounding specific voltage Towards effective diffusion width Internal equalization and distribution exponentially attenuate the dangerous concentrated grounding specific voltage, ensuring... (Soil bearing capacity), thus avoiding mechanical cutting and penetration damage.

[0042] The reinforced anchor 5 achieves the mechanical triggering condition for self-penetration into the soil without power, and sets the ultimate end resistance during the penetration process as follows: The ultimate frictional resistance of the sidewall is The calculation method is as follows: ; In the formula: These are the specific weight and stacking height of the sealing counterweight filler above the prefabricated dike head wrapping component 2; The effective bearing area for transferring loads at the connection point of the precast surface grid 4-way single reinforced anchor 5; The transient impact pressure generated when mechanical equipment enters the prefabricated dike head wrapping component 2; The effective cutting cross-sectional area of ​​the tip of a single reinforced anchor 5 piles; The undrained shear strength of the saturated soil at the breach; These are the rod diameter and the depth of penetration into the soil for the reinforced anchor 5, respectively. This is the reduction factor for penetration resistance when the pile tip of reinforced anchor 5 cuts into the soil. 1.0; This is the bearing capacity coefficient; Vertical depth; For depth Unit sidewall frictional resistance at the location; ; = .

[0043] From the above formula, it can be seen that, through The static load on the upper part of the prefabricated dike head wrapping component 2 is concentrated, and the pile tip of the reinforced anchor 5 is used to reduce the load. This allows the device to overcome soil end resistance and side friction by relying solely on the weight of the fill material and the equipment itself, thus enabling the automatic implantation of the reinforced anchor 5.

[0044] The stress condition of the assembly connector 6 is verified by taking the connection between the mounting hole of the assembly connector 6 and the pin 61 as the object of the verification, including the calculation of the following three stress dimensions: When the connection is subjected to tension or compression on both sides, the pin 61 section will bear shear force. The calculation method for the shear resistance of the node itself is as follows: ; In the formula: This refers to the maximum shear force, or assembly tension, that the connection point can withstand. The number of sheared surfaces; The diameter of the pin is 61; This represents the design value of the shear strength of the material for the pin 61. The b-pin 61 has high hardness, but the wall of the mounting hole used to install the limit head pin 61 is relatively thin. Under stress, the hole wall is easily deformed or even torn by the pin 61. The calculation method for the local bearing pressure of the hole wall is as follows: ; In the formula: This refers to the local bearing pressure on the borehole wall; The diameter of the pin is 61; The effective total thickness of the pressure-bearing pipe wall in the direction of force application; This refers to the design value of the local end-face bearing strength of the pipe. After the mounting hole for installing the pin 61 is provided in the assembly connector 6, the effective cross-sectional area of ​​the assembly connector 6 becomes smaller. The tensile strength at the mounting hole for installing the pin 61 and the net cross-sectional tensile strength of the assembly connector 6 must meet the following requirements: ; In the formula: This refers to the axial tensile force borne at the connection point. The net cross-sectional area of ​​the assembly connector 6 is calculated after subtracting the area of ​​the mounting hole used to install the pin 61. This is the design value for the tensile strength of the pipe.

[0045] The reinforced anchor 5 is connected to the coupling interface 7 by threads. It mainly resists the downward pressure applied by the mechanical equipment above and the pull-out force of the soil. It is necessary to prevent the thread from slipping and breaking at the connection between the reinforced anchor 5 and the coupling interface 7.

[0046] The stress condition of the coupling interface 7 includes the calculation of the shear resistance of the thread of the reinforced anchor 5: ; In the formula: The maximum axial tensile force (pull-out force) that the reinforced anchor 5 can withstand. The root diameter (inner diameter) of the thread of the reinforced anchor 5. The effective thread engagement length of the reinforced anchor 5; The allowable shear stress of the thread material for the reinforced anchor 5; Calculation of the tensile force at the net cross-section of the thread root diameter of the reinforced anchor 5: ; In the formula: The maximum axial tensile force (pull-out force) that the reinforced anchor 5 can withstand. The design value of the yield strength of the reinforced anchor 5; The root diameter (inner diameter) of the thread of the reinforced anchor 5.

[0047] Example: Taking the emergency repair of a breach in the Yangtze River main dike in Jiujiang City, Jiangxi Province as an example, this invention will be described in further detail. During the main flood season, a section of the Yangtze River main dike in Jiujiang City, Jiangxi Province, experienced continuous torrential rain and prolonged soaking by high water levels, resulting in a sudden breach. The water head drop at the breach was large, with local flow velocities exceeding 3.0 m / s. Affected by strong scouring and bottom scouring, the dike heads on both sides presented near-vertical free faces, and the soil, due to water saturation, was highly susceptible to deep shear sliding.

[0048] Heavy-duty trucks transported the prefabricated anti-slip stone retaining wall module 1 and the prefabricated dike head wrapping component 2 to the breach site in Jiujiang.

[0049] Multiple prefabricated anti-slip stone retaining wall modules 1 are horizontally connected through assembly interfaces 6 to form a bottom retaining wall.

[0050] The prefabricated surface grid 4, with the padding layer 3 pre-fixed, is unfolded.

[0051] The reinforced anchor 5 is pre-installed on the prefabricated dike head wrapping assembly 2 through the coupling interface 7; then, the bottom end of the prefabricated surface grid 4 is extended to the prefabricated anti-slip rock retaining module 1, and the two are mechanically locked together by the assembly interface 6 to form an assemblable dike breach edge anti-collapse device.

[0052] While assembling, the tracked excavator, at a safe distance, uses its long arm to pre-lower the slope of the vertical embankment, reducing dangerous landslides and forming a pre-lowered slope with a certain angle. It then levels the base at the junction of the slope bottom (near the water end) and the original ground.

[0053] The assembled prefabricated dike breach edge anti-collapse device is hoisted onto the pre-sloping surface, so that the prefabricated anti-slide retaining wall module 1 is firmly placed on the bottom of the slope. At the same time, relying on the multi-degree-of-freedom hinge characteristics of the prefabricated surface grid 4, the prefabricated dike head wrapping component 2 is attached to and covers the pitted pre-sloping surface.

[0054] After the prefabricated anti-collapse device for the edge of the dike breach is in place, the excavator first fills the assembly cavity of the prefabricated anti-slide retaining wall module 1 with riprap or sandbags, transforming it into a large-tonnage gravity-type anti-slide retaining wall. Then, the excavator drives over the laid prefabricated surface grid 4 and begins to dump the external fill material (rubble, sand).

[0055] Relying on the self-weight of the dumped external fill material and the downward pressure transmitted by the excavator tracks, the reinforced anchors 5 pre-installed on the prefabricated surface grid 4 automatically overcome the soil penetration resistance and are pressed into the stable soil deep in the Jiujiang River embankment.

[0056] Under the scouring effect of the high water level of the Yangtze River, the bottom cushion layer 3 can quickly drain the pore water inside the soil of the dike head, while blocking the loss of silt particles and preventing piping and scouring of the dike head. Secondly, when the tracked excavator is working on the slope, the precast surface grid 4 uses its in-plane bending stiffness to evenly distribute the concentrated pressure of the track, preventing the precast surface grid 4 from being damaged by shearing. Finally, the reinforced anchor 5 forms a mechanical linkage with the prefabricated anti-slip rock retaining module 1 at the bottom of the slope, providing pull-out and anti-slip resistance, which can lock the sliding surface of the dike head, winning valuable and safe emergency operation space for subsequent large-scale rock dumping and diversion.

Claims

1. A device for preventing collapse at the edge of a dike breach, characterized in that: The assembly includes a prefabricated anti-slide retaining wall module (1) and a prefabricated embankment head wrapping assembly (2). The prefabricated embankment head wrapping assembly (2) includes a prefabricated surface grid (4) and a plurality of reinforced anchors (5) that pass through the prefabricated surface grid (4) and are inserted into the soil. The prefabricated anti-slide retaining wall module (1) and the prefabricated surface grid (4) are connected and fastened by an assembly connector (6). A cushion layer (3) is provided on the bottom surface of the prefabricated surface grid (4). The prefabricated surface grid (4) is connected and fastened to the reinforced anchors (5) through a coupling interface (7).

2. The assembleable dike breach edge anti-collapse device as described in claim 1, characterized in that: The assembly connector (6) includes a connecting sleeve (62), a limiting head pin (61), and a locking cap (63). Multiple connecting sleeves (62) are respectively fixedly installed on the prefabricated surface grid (4) and the assembled anti-slip stone barrier module (1), and the connecting sleeve (62) on the prefabricated surface grid (4) and the connecting sleeve (62) on the assembled anti-slip stone barrier module (1) are coaxially corresponding. The limiting head pin (61) is sequentially inserted into the coaxially corresponding connecting sleeve (62). One end of the limiting head pin (61) is provided with a limiting head, and the other end is provided with an external thread section. The locking cap (63) is threaded to the external thread section. The limiting head pin (61) and the locking cap (63) are respectively located on both sides of the coaxially corresponding connecting sleeve (62).

3. The assembleable dike breach edge anti-collapse device as described in claim 1, characterized in that: The edges of the prefabricated surface grid (4) of two adjacent prefabricated dike head wrapping assemblies (2) are respectively provided with coaxial corresponding connecting sleeves (62). The limiting head pin (61) is sequentially inserted into the connecting sleeve (62) on the two adjacent prefabricated dike head wrapping assemblies (2), and the locking cap (63) is threadedly connected to the external thread section of the limiting head pin (61).

4. The assembleable dike breach edge anti-collapse device as described in claim 1, characterized in that: The reinforcing anchor (5) has a thread on one end of its outer wall, and the other end of the reinforcing anchor (5) is threaded to the coupling interface (7), which is connected to the precast surface grid (4).

5. The assembleable dike breach edge anti-collapse device as described in claim 1, characterized in that: The prefabricated anti-slide retaining wall module (1) is a hollow cage structure with an assembly cavity inside for accommodating counterweight filler; the soil end of the reinforced anchor (5) is fixed with a pile tip.

6. A method of using the assemblable dike breach edge anti-collapse device as described in claim 1, characterized in that, Includes the following steps: S1: Based on the weight of the mechanical equipment and the soil quality of the dike head, calculate the stress conditions of the prefabricated dike breach edge anti-collapse device under transportation, assembly, hoisting and laying conditions, and pre-calculate the overall anti-sliding stability coefficient of the dike head after laying and reinforcing with the prefabricated dike breach edge anti-collapse device, so as to prepare a prefabricated dike breach edge anti-collapse device that meets the usage requirements, and reserve a spare device according to actual needs. S2: Several prefabricated anti-slide retaining wall modules (1) and prefabricated dike head wrapping components (2) are transported to the dike breach by mechanical equipment; the dike head is pre-sloped using mechanical equipment to form a pre-sloped surface, and the base is prepared at the junction of the pre-sloped slope bottom and the original ground. S3: Fill the assembly cavity of the prefabricated anti-slip stone retaining block module (1) with counterweight filler. At this time, the amount of counterweight filler is less than half of the volume of the assembly cavity. Fix the cushion layer (3) to the bottom surface of the prefabricated surface grid (4) and connect the reinforced anchor (5) to the prefabricated surface grid (4) through the coupling interface (7) to form the prefabricated dike head wrapping assembly (2). S4: Assemble the prefabricated anti-slide stone retaining wall module (1) and the prefabricated dike head wrapping component (2). Extend the bottom edge of the prefabricated surface grid (4) to the prefabricated anti-slide stone retaining wall module (1) and mechanically lock the prefabricated anti-slide stone retaining wall module (1) and the prefabricated surface grid (4) with the assembly connector (6) to form an assemblable dike breach edge anti-collapse device. S5: Using mechanical equipment, the assembled prefabricated dike breach edge anti-collapse device is hoisted and laid on the dike head, so that the prefabricated anti-slip stone retaining block module (1) sits on the base, and at the same time the prefabricated dike head wrapping component (2) is attached to and covered on the pre-sloping surface. S6: Use counterweight filler to fill the assembly cavity of the prefabricated anti-slide retaining wall module (1), apply the self-weight of the external filler to the top of the prefabricated dike head wrapping component (2), and use mechanical equipment to apply downward pressure to overcome the soil penetration resistance. The tip of the reinforced anchor (5) is implanted into the slope as a whole, so that the prefabricated dike breach edge anti-collapse device is fixed to the dike head, and the anti-collapse reinforcement of the dike breach edge is completed.

7. The method of using the embankment breach edge anti-collapse device as described in claim 6, characterized in that: The calculation method for the overall anti-sliding stability coefficient of the reinforced embankment head in S1 is as follows: ； In the formula: The overall anti-sliding stability coefficient of the reinforced embankment head; The first on the sliding surface Effective cohesion and effective internal friction angle of soil strips; For the first The weight of the earthen strip; For the first on the sliding surface The effective slip surface length at the bottom of the soil strip; The equivalent vertical dynamic load applied by mechanical equipment to the prefabricated surface grid (4) and transmitted downwards; Provides axial pull-out resistance for a single reinforced anchor (5); The angle between the reinforced anchor (5) and the normal to the sliding surface; Due to the water permeability and filtration effect of the cushion layer (3), the pore water pressure of the sliding surface is reduced; The passive anti-slip resistance provided at the toe of the prefabricated anti-slip rock retaining module (1); For the first The angle between the tangent direction of the slip surface of the soil strip and the horizontal plane; This represents the total number of soil strips into which the sliding soil mass is divided. For the divided first A strip of earth.

8. The method of using the embankment breach edge anti-collapse device as described in claim 6, characterized in that: The stress conditions of the embankment breach edge anti-collapse device that can be installed in S1 include: The concentrated ground pressure of the mechanical equipment track, after being homogenized by the prefabricated surface grid (4) and the cushion layer (3), is transmitted to the surface of the lower soil to satisfy the dissipation relationship of the actual additional stress. The reinforced anchor (5) achieves the mechanical triggering condition for self-penetration into the soil without power; The stress condition of the assembly connector (6); The stress condition of the coupling interface (7).

9. The method of using the embankment breach edge anti-collapse device as described in claim 8, characterized in that: The concentrated ground pressure of the mechanical equipment track, after being homogenized by the precast surface grid (4) and the cushion layer (3), is transmitted to the surface of the underlying soil. The actual additional stress satisfies the dissipation relationship, which is calculated as follows: ； In the formula: This is the actual homogenized additional stress transmitted to the underlying soft soil. These are the in-plane equivalent bending stiffness of the prefabricated surface grid (4); The subgrade coefficient is the composite foundation bed formed by the cushion layer (3) and the soil below it; The effective stress diffusion width is formed by the multi-degree-of-freedom hinged system of the prefabricated surface grid (4); This is the stress attenuation coefficient within the soil. This represents the vertical downward depth of the calculation point within the soft soil mass from the pre-sloping surface. The stress shape factor of a single grid on a dimensionless prefabricated surface grid (4); This is a physical law showing that stress decreases exponentially with increasing depth; This refers to the concentrated grounding specific voltage of the tracks of mechanical equipment.

10. The method of using the embankment breach edge anti-collapse device as described in claim 8, characterized in that: The reinforced anchor (5) achieves the mechanical triggering condition for self-penetration into the soil without power, and the ultimate end resistance during the penetration process is set as follows: The ultimate frictional resistance of the sidewall is The calculation method is as follows: ； In the formula: The specific weight and stacking height of the sealing counterweight filler above the prefabricated dike head wrapping assembly (2) are respectively; The effective bearing area for transferring loads from the precast surface grid (4) to the connection point of a single reinforced anchor (5); The transient impact pressure generated when mechanical equipment enters the prefabricated dike head wrapping assembly (2); The effective cutting cross-sectional area of ​​the pile tip of a single reinforced anchor (5); The undrained shear strength of the saturated soil at the breach; The diameter of the rod and the depth of penetration into the soil are respectively the diameter of the reinforced anchor (5); The penetration resistance reduction factor for reinforced anchors (5) when the pile tip cuts the soil. 1.0; This is the bearing capacity coefficient; Vertical depth; For depth Unit sidewall frictional resistance at the location; ; = .

11. The method of using the embankment breach edge anti-collapse device as described in claim 8, characterized in that: The stress condition of the assembly connector (6) is verified at the connection point between the connecting sleeve (62) of the assembly connector (6) used to install the limit head pin (61) and the limit head pin (61), including the calculation of the following three stress dimensions: a) When the connection is subjected to tension or compression on both sides, the section of the limiting head pin (61) will bear shear force. The calculation method for the shear resistance of the connection itself is as follows: ； In the formula: This represents the maximum shear force that the connection point can withstand. The number of sheared surfaces; The diameter of the limiting head pin (61); The design value of the shear strength of the material for the pin (61); b) The limiting head pin (61) has high hardness, but the hole wall of the connecting sleeve (62) used to install the limiting head pin (61) is relatively thin. When under force, the hole wall is easily squeezed and deformed or even torn by the limiting head pin (61). The calculation method for the local bearing pressure of the hole wall is as follows: ； In the formula: This refers to the local bearing pressure on the borehole wall; The diameter of the limiting head pin (61); This refers to the local bearing pressure on the borehole wall; The effective total thickness of the pressure-bearing pipe wall in the direction of force application; This refers to the design value of the local end-face bearing strength of the pipe. c) After the connecting sleeve (62) for installing the limit head pin (61) is set in the assembly connector (6), the effective cross-sectional area of ​​the assembly connector (6) becomes smaller. The tensile strength at the connecting sleeve (62) for installing the limit head pin (61) and the net cross-sectional tensile strength of the assembly connector (6) must meet the following requirements: ； In the formula: This refers to the axial tensile force borne at the connection point. The net cross-sectional area of ​​the assembly connector (6) is calculated after subtracting the area of ​​the mounting hole used to install the limit head pin (61). This is the design value for the tensile strength of the pipe.

12. The method of using the embankment breach edge anti-collapse device as described in claim 7, characterized in that: The stress condition of the coupling interface (7) includes the calculation of the shear resistance of the thread of the reinforced anchor (5): ； In the formula: The maximum axial tensile force that the reinforced anchor (5) can withstand; The maximum axial tensile force that the reinforced anchor (5) can withstand; The root diameter of the thread of the reinforced anchor (5); The effective thread engagement length of the reinforced anchor (5); The allowable shear stress of the thread material for the reinforced anchor (5); Calculation of the tensile force at the net cross-section of the thread root diameter of the reinforced anchor (5): ； In the formula: The maximum axial tensile force that the reinforced anchor (5) can withstand; The design value of the yield strength of the reinforced anchor (5).

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