Modular filling retaining wall structure
By using the permeable module and topological support module of the modular filling retaining wall structure, the problems of cumbersome construction, insufficient water seepage capacity and poor stability of existing filling retaining walls are solved, achieving high permeability, structural stability and material recyclability, which is suitable for mine filling retaining.
Patent Information
- Application Number
- CN202511136999.7
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-08-14
- Publication Date
- 2025-11-28
AI Technical Summary
Existing infill retaining wall structures are cumbersome to construct, have insufficient water permeability, poor structural stability, and the materials are difficult to recycle, which affects the efficiency and quality of infill projects.
The modular filling retaining wall structure is adopted, including permeable modules and topological support modules. The permeable modules are a three-stage permeable structure consisting of permeable geotextile, steel mesh and drainage pipes. The support matrix consists of steel mesh and permeable geotextile. By anchoring to the surrounding rock of the tunnel, the materials can be disassembled and recycled.
It accelerates the drainage of moisture from the filling slurry, improves structural stability, and the material is recyclable. It is suitable for mine filling and retaining scenarios, reduces construction costs, and shortens the construction cycle.
Smart Images
Figure CN121024684A_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The present application relates to the technical field of paste filling, in particular to a modular filling retaining wall structure. BACKGROUND
[0002] With the development of mining technology, the proportion of filling mining method is increasing, filling mining method not only can minimize the loss of ore dilution, but also can effectively reduce the impact on the ecological environment, and timely processing of production waste rock and tailings, realizing waste-free mining.
[0003] Filling mining method mainly uses related equipment on the ground to stir and transport tailings and corresponding cementing materials to the underground goaf through pipeline, in the whole filling mining process, the construction of filling retaining wall is an important work that must be completed in advance at the beginning of filling work, the construction quality of filling retaining wall affects the efficiency and quality of filling engineering. The current traditional filling retaining wall structure has brick retaining wall, concrete retaining wall, steel structure retaining wall and the like. However, these retaining wall structures have extremely complicated construction process, and all have the common defects of insufficient bleeding capacity, poor structural stability and difficult recycling of materials. SUMMARY
[0004] The purpose of the present application is to solve the above technical problems, provide a modular filling retaining wall structure, the permeation module in the present application is a three-level permeation structure of "water-permeable geotextile-reinforcing mesh-drain pipe", which can accelerate the discharge of water in filling material slurry; the support matrix provides support for the reinforcing mesh and water-permeable geotextile, which can ensure the stability of the structure; the water-permeable geotextile and the support matrix can be detachably anchored on the surrounding rock of the roadway, and the recycling of materials is also realized; the present application has high permeability, structural stability and material recycling, and is suitable for mine filling retaining and other scenes.
[0005] To achieve the above purpose, the present application provides the following scheme: the present application discloses a modular filling retaining wall structure, which comprises a permeation module and a topological support module; the permeation module comprises water-permeable geotextile, reinforcing mesh and drain pipe, the water-permeable geotextile is detachably anchored on the surrounding rock of the roadway to close the roadway, the reinforcing mesh is attached to one side of the water-permeable geotextile away from the paste filling area in the roadway, the water-permeable geotextile is provided with water bleeding holes at intervals from top to bottom, the drain pipe comprises a liquid inlet section and a liquid outlet section, water-permeable holes are arranged on the pipe wall of the liquid inlet section and the liquid outlet section, the liquid inlet section passes through the water bleeding holes and extends to the paste filling area, the liquid outlet section is fixed on the reinforcing mesh, and the liquid inlet section is wrapped with a filler filter layer through a reverse filtration geotextile; the topological support module comprises a support matrix which is detachably anchored on the surrounding rock of the roadway, and the support matrix is used to maintain the attachment of the reinforcing mesh and the water-permeable geotextile.
[0006] Preferably, the surrounding rock of the roadway is provided with an anchoring borehole, and the water permeable geotextile is anchored on the anchoring borehole by means of a wooden wedge and anchoring agent.
[0007] Preferably, the wooden wedge is anchored in the anchoring borehole to a depth of at least 50 cm.
[0008] Preferably, the anchoring agent is fast-hardening cement.
[0009] Preferably, the length of the liquid inlet section is 5-8 cm.
[0010] Preferably, the filler filter layer is a gravel filter layer.
[0011] Preferably, the gravel filter layer is graded as 60-70% 1-2 cm gravel and 40-30% 2-4 cm gravel.
[0012] Preferably, the unit area mass of the filter geotextile is 200 g / m 2 .
[0013] Preferably, the unit area mass of the water permeable geotextile is ≥300 g / m 2 , the equivalent aperture is 0.07-0.2 mm, and the vertical permeability coefficient is 10 -3 m / s-10 -4 m / s.
[0014] Preferably, the steel mesh is a diamond mesh steel mesh.
[0015] Preferably, the aperture of the diamond mesh steel mesh is not higher than 40 mm x 80 mm, and the diameter of the steel is not less than 3 mm.
[0016] Preferably, the support matrix comprises limiting vertical beams, support horizontal beams, lower diagonal braces, and upper diagonal braces, the limiting vertical beams, the support horizontal beams, the lower diagonal braces, and the upper diagonal braces are all anchored on the surrounding rock of the roadway by means of anchor rods, the limiting vertical beams are arranged at intervals from the left side to the right side of the roadway, the support horizontal beams are arranged at intervals from the top to the bottom of the roadway, the limiting vertical beams, the support horizontal beams, and the steel mesh are sequentially attached, the upper diagonal braces are fixedly connected to the upper part of the limiting vertical beams away from the support horizontal beams, and the lower diagonal braces are fixedly connected to the lower part of the limiting vertical beams away from the support horizontal beams.
[0017] Preferably, the anchor rod is a threaded steel rod with a diameter of not less than 2 cm, the anchor rod comprises an anchoring section for anchoring in the surrounding rock and a welding section for welding with the support matrix, the length of the anchoring section is not less than 80 cm, and the length of the welding section is not less than 15 cm.
[0018] Preferably, the welding section adopts a full welding process, and a steel plate reinforcing rib is arranged at the welding position of the welding section and the supporting matrix, and the thickness of the steel plate reinforcing rib is not less than 0.8 cm.
[0019] Preferably, the modular filling retaining wall structure is designed by a topological optimization system, and the topological optimization system comprises a finite element analysis model construction unit, an optimization algorithm and objective function unit, and an optimization result output unit.
[0020] Preferably, the construction step of the finite element analysis model construction module comprises:
[0021] S1, geometric modeling: creating a geometric model of the modular filling retaining wall structure, and adopting a grid division with a size of less than or equal to 0.2 m;
[0022] S2, boundary and load: applying anchor rod fixing constraints, filling body side pressure and structure dead weight;
[0023] S3, solving and calculation: realizing the solving of the retaining wall structure mechanical field by using the variational principle and the virtual work principle, completing the calculation of the displacement field, the stress field and the structure mass by using the finite element discretization and the linear equation set solving: taking the displacement field u as an unknown function, constructing the total potential energy functional Π (u), satisfying δΠ (u) = 0, when the potential energy variation is 0, the displacement solution of the equilibrium state is obtained, which is equivalent in physical meaning to the virtual work principle, the external force virtual work is equal to the internal force virtual work, and the mechanical equilibrium relationship is established through the virtual displacement v; the seepage module and the topological support module are discretized into finite elements, and the element displacement u = N i q i is interpolated by the shape function N i , where q i is the node displacement; the partial differential control equation is converted into a linear equation set Kq = F, where K is the stiffness matrix, and F is the load vector; the stress field is derived from the displacement field through the constitutive relation σ = Dε, where D is the elastic matrix, and ε is the strain; the equivalent stress σ vm is calculated by using the von Mises formula; the support structure mass m = ρv is obtained by combining the material density ρ through the element volume integral V = ∫dV.
[0024] Preferably, the calculation step of the optimization algorithm and objective function unit comprises:
[0025] S1, objective function: taking the support structure mass as the optimization target, and processing the stress and displacement constraints by using a penalty function;
[0026] S2, solving algorithm: realizing the topological optimization by using a sequential quadratic programming algorithm, which is specially designed for nonlinear optimization design with constraints, and the core logic is a quadratic programming subproblem and a sequence iteration:
[0027] At each iteration, the original objective function and constraints are approximated as a quadratic function and linear constraints by Taylor expansion, constructing a quadratic programming (QP) subproblem, where the original objective function includes the support structure mass and constraint penalty terms, and the constraints include stress, displacement limits:
[0028] The constraints include equality constraints: Inequality constraints: Where, Is the vector of delta x that minimizes the objective function, and k Is the gradient of the function f at the point xk, Hk is the Hessian matrix, and ci, dj are the constraint functions, T represents the transpose, and i (x k ) is the gradient vector thereof at xk.
[0029] By solving a series of QP subproblems, the optimal solution of the original problem is gradually approached, and the design variable x k+1 Is updated at each iteration x k + delta x, the Hessian matrix and the constraint gradient are corrected until the convergence condition is met.
[0030] S3, variable boundary: the variable boundary is the comprehensive result of engineering experience and mechanical constraints, the core logic is to find the optimal solution in the feasible region, and the main variable boundary includes the angle of the upper diagonal brace, the angle of the lower diagonal brace, the cross-sectional width of the support beam, the cross-sectional height of the support beam, the cross-sectional width of the limiting vertical beam and the cross-sectional height of the limiting vertical beam.
[0031] Preferably, the parameters output by the optimization result output unit include the minimum mass of the support structure, the optimal angle of the upper diagonal brace, the optimal angle of the lower diagonal brace, the optimal cross-sectional width of the support beam, the optimal cross-sectional height of the support beam, the optimal cross-sectional width of the limiting vertical beam, the optimal cross-sectional height of the limiting vertical beam, the maximum equivalent stress and the maximum displacement.
[0032] The present application has the following technical effects relative to the prior art:
[0033] In the present application, the modular filling retaining wall structure includes a permeation module and a topological support module, the permeation module is a three-level permeation structure of "water-permeable geotextile-reinforcing mesh-drainage pipe", which can accelerate the discharge of water in the filling slurry, promote the rapid formation of bearing strength of the filling body, especially the drainage pipe inserted into the interior of the paste body, which can accelerate the water seepage in the interior of the paste body and improve the water discharge efficiency; the support matrix is used for providing support for the reinforcing mesh and the water-permeable geotextile, which can ensure the stability of the structure; the water-permeable geotextile and the support matrix are detachably anchored on the surrounding rock of the roadway, and the recyclability of the materials is also realized; the modular filling retaining wall structure has high permeability, structural stability and material recyclability, and is suitable for mine filling retaining and other scenes. BRIEF DESCRIPTION OF DRAWINGS
[0034] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the drawings needed in the embodiments will be briefly introduced as follows. Obviously, the drawings in the following description only represent some of the embodiments of the present application, and all other drawings obtained by those of ordinary skill in the art based on these drawings without creative effort should fall within the protection scope of the present application.
[0035] Figure 1 It is a front view structural schematic diagram of the modular filling retaining wall structure in the embodiment of the present application.
[0036] Figure 2 It is a side view structural schematic diagram of the modular filling retaining wall structure in the embodiment of the present application.
[0037] Figure 3 It is a back view structural schematic diagram of the modular filling retaining wall structure in the embodiment of the present application.
[0038] Figure 4 It is a structural schematic diagram of the drain pipe in the embodiment of the present application.
[0039] Figure 5 It is a design flowchart of the topological support module in the embodiment of the present application.
[0040] The reference signs are explained as follows: 1, water permeable geotextile; 2, steel mesh; 3, drain pipe; 4, wooden wedge; 5, limiting vertical beam; 6, supporting horizontal beam; 7, upper inclined support; 8, lower inclined support; 9, anchor rod; 10, inverse filtration geotextile; 11, filler filter layer; 12, water permeable hole; 13, surrounding rock; 14, anchoring drill hole. DETAILED DESCRIPTION
[0041] The technical solutions in the embodiments of the present application will be described clearly and completely below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments only represent some of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort should fall within the protection scope of the present application.
[0042] The present application aims to provide a modular filling retaining wall structure to solve the problems in the prior art,
[0043] In order to make the above-mentioned purposes, features and advantages of the present application more apparent and easy to understand, the present application will be further described in detail below with reference to the drawings and specific embodiments.
[0044] As Figures 1 to 5As shown, this embodiment provides a modular filling retaining wall structure, including a permeable module and a topological support module. The permeable module includes a permeable geotextile 1, a reinforcing mesh 2, a drainage pipe 3, a reverse filter geotextile 10, and a filler filter layer 11. The permeable geotextile 1 is detachably anchored to the surrounding rock 13 of the tunnel to seal the tunnel. The reinforcing mesh 2 is attached to the side of the permeable geotextile 1 facing away from the paste-filled area within the tunnel. The permeable geotextile 1 has drainage holes arranged sequentially from top to bottom, i.e., at different elevations. The drainage pipe 3 includes an inlet section and a outlet section, both with permeable holes 12 on their walls. The inlet section extends through the drainage holes into the paste-filled area so that it can be embedded in the filling paste during subsequent grout pouring. The reverse filter geotextile 10 wraps the filler filter layer 11 around the inlet section of the drainage pipe 3. The outlet section is fixed to the reinforcing mesh 2. The topological support module includes a support matrix, which is detachably anchored to the surrounding rock 13 of the tunnel. The support matrix is used to maintain the adhesion between the steel mesh 2 and the permeable geotextile 1. Utilizing the permeability of the permeable geotextile 1, water in the slurry near the permeable geotextile 1 can be filtered out. The drainage pipe 3 can form a high-permeability channel in the internal area of the slurry, quickly introducing water from the slurry into the drainage pipe 3 and discharging it through the permeable holes 12, promoting the rapid formation of a paste from the slurry, reducing pore water pressure, and significantly improving structural stability.
[0045] The permeable module in this modular filling retaining wall structure adopts the biomimetic filtration principle, constructing a three-stage permeable structure of "permeable geotextile - steel mesh - drainage pipe". Water in the slurry not only seeps out through the permeable geotextile 1, but the drainage pipe 3 is also inserted into the slurry, which can accelerate the seepage of water from the inside of the paste, improve the water seepage efficiency, accelerate the drainage of water from the filling slurry, promote the rapid formation of bearing strength of the filling body, and reduce water pressure to prevent structural instability. The support matrix provides support for the steel mesh 2 and the permeable geotextile 1, which can ensure the stability of the structure. The permeable geotextile 1 and the support matrix are detachably anchored to the surrounding rock 13 of the roadway, and the materials are also recyclable. This makes the modular filling retaining wall structure have high permeability, structural stability and material recyclability, and is suitable for mining filling and retaining scenarios.
[0046] In one embodiment, anchoring boreholes 14 are provided in the surrounding rock 13 of the tunnel. The permeable geotextile 1 is anchored to the anchoring boreholes 14 using wooden wedges 4 and anchoring agent. Specifically, the wooden wedges 4 press the portion of the permeable geotextile 1 near the edge into the anchoring boreholes 14. The anchoring agent needs to be pre-injected into the anchoring boreholes 14 before the wooden wedges 4 are inserted. Later, the wooden wedges 4 can be removed from the anchoring boreholes 14, and the permeable geotextile 1 and reinforcing mesh 2 can be recycled, achieving material reuse.
[0047] In an embodiment, the depth of the wedge 4 anchoring into the anchoring bore 14 is at least 50 cm, so as to ensure that the depth of the water permeable geotextile 1 in the anchoring bore 14 is 2-5 cm.
[0048] In an embodiment, the anchoring agent is fast hardening cement, and other suitable anchoring agents can also be used.
[0049] In an embodiment, the length of the liquid inlet section of the drain pipe 3 is 5-8 cm.
[0050] In an embodiment, the filler filter layer 11 is a gravel filter layer, and other fillers can also be used as long as the filler has effective voids for drainage. In view of the material cost and ease of source, the gravel filter layer is recommended.
[0051] In an embodiment, the gradation of the gravel filter layer (filler filter layer 11) is 60-70% of 1-2 cm gravel and 30-40% of 2-4 cm gravel. For example, 60% of 1-2 cm gravel and 40% of 2-4 cm gravel, 65% of 1-2 cm gravel and 35% of 2-4 cm gravel, or 70% of 1-2 cm gravel and 30% of 2-4 cm gravel. According to the principle of particle gradation in soil mechanics, the reasonable combination of different particle sizes can form a stable skeleton structure, small particles fill the pores between large particles, reduce the through connection of voids in the filter layer, and avoid the direct clogging of the filter layer by fine particles in the filling slurry. In addition, the parameters such as the particle size of the tailings in the actual mine filling slurry, the cement-sand ratio, and the mass concentration are matched with multiple groups of different particle size ratios. The test results show that when the proportion of 1-2 cm gravel is 60% and the proportion of 2-4 cm gravel is 40%, the water permeability and anti-clogging ability of the filler filter layer 11 reach the best balance, and the porosity is ≥35%. According to Darcy's law, the porosity directly affects the seepage velocity of the fluid. Tests on different porosity gravel filter layers show that the filter layer with a porosity of ≥35% can maintain stable drainage performance.
[0052] In an embodiment, the unit area mass of the inverse filter geotextile 10 is 200 g / m 2 .
[0053] In an embodiment, the unit area mass of the water permeable geotextile 1 is ≥300 g / m 2 , the equivalent pore size is 0.07-0.2 mm, and the vertical permeability coefficient is 10 -3 m / s-10 -4 m / s.
[0054] In an embodiment, the steel mesh 2 adopts a diamond mesh steel mesh. The diamond mesh steel mesh is more suitable for application in the retaining wall structure than the rectangular mesh steel mesh. Because the rectangular mesh steel mesh has limitations in the retaining wall application, the rectangular steel mesh has weak resistance to the oblique load (lateral extrusion force of the filling body), is prone to stress concentration in the diagonal direction of the mesh, and causes local tearing or excessive deformation; the node (intersection of horizontal and vertical steel bars) of the rectangular steel mesh is prone to relative displacement under the action of shear load, is difficult to form an overall force system, and can cause local instability of the supporting structure. The two diagonal lines (long diagonal line and short diagonal line) of the diamond mesh of the diamond mesh steel mesh can correspond to the main force directions respectively, can resist tensile, compressive and shear loads at the same time, avoid stress concentration, have more balanced anisotropy, have stronger anti-deformation capacity, and are suitable for dynamic force of the structure.
[0055] In an embodiment, the aperture of the diamond mesh steel mesh (steel mesh 2) is not higher than 40 mm x 80 mm, and the diameter of the steel bar is not less than 3 mm.
[0056] In an embodiment, the support matrix includes the limiting vertical beam 5, the support horizontal beam 6, the lower inclined support 8 and the upper inclined support 7, and the limiting vertical beam 5, the support horizontal beam 6, the lower inclined support 8 and the upper inclined support 7 are anchored on the surrounding rock 13 of the roadway by the anchor rod 9. The limiting vertical beam 5 is arranged at intervals from the left side to the right side of the roadway, and the support horizontal beam 6 is arranged at intervals from the top to the bottom of the roadway. The limiting vertical beam 5, the support horizontal beam 6 and the steel mesh 2 are sequentially attached, and the limiting vertical beam 5 and the support horizontal beam 6 can give the steel mesh 2 a supporting force. The upper inclined support 7 is fixedly connected to one side of the upper part of the limiting vertical beam 5 away from the support horizontal beam 6, and the lower inclined support 8 is fixedly connected to one side of the lower part of the limiting vertical beam 5 away from the support horizontal beam 6.
[0057] In an embodiment, the anchor rod 9 adopts a threaded steel bar with a diameter not less than 2 cm, and the anchor rod 9 includes an anchoring segment and a welding segment. The anchoring segment is used to anchor into the surrounding rock 13, and the length of the anchoring segment is not less than 80 cm, that is, the depth of entering the surrounding rock is not less than 80 cm. The welding segment is exposed outside the surrounding rock 13, is used to be welded with the support matrix (the limiting vertical beam 5, the support horizontal beam 6, the lower inclined support 8 and the upper inclined support 7), and the length of the welding segment is not less than 15 cm.
[0058] In an embodiment, the welding segment is welded with the support matrix (the limiting vertical beam 5, the support horizontal beam 6, the lower inclined support 8 and the upper inclined support 7) by using a full welding process, and a steel plate reinforcing rib is arranged at the welding position of the welding segment and the support matrix (the limiting vertical beam 5, the support horizontal beam 6, the lower inclined support 8 and the upper inclined support 7). The thickness of the steel plate reinforcing rib is not less than 0.8 cm, so as to ensure firm welding.
[0059] In an embodiment, the modular filling retaining wall structure is designed by a topology optimization system, which comprises a finite element analysis model construction unit, an optimization algorithm and objective function unit, and an optimization result output unit.
[0060] In an embodiment, the construction steps of the finite element analysis model construction module comprise:
[0061] S1, geometric modeling: creating a geometric model of the modular filling retaining wall structure, and dividing the model into grids with a size of ≤0.2 m;
[0062] S2, boundary and load: applying anchor rod fixing constraints, filling body lateral pressure, and structure self-weight;
[0063] S3, solving and calculating: solving the retaining wall structure mechanical field by using the variational principle and the virtual work principle, completing the calculation of the displacement field, stress field, and structure mass by finite element discretization and linear equation system solving: taking the displacement field u as an unknown function, constructing the total potential energy functional Π(u), satisfying δΠ(u) = 0, when the potential energy variation is 0, the displacement solution of the equilibrium state is obtained, which is equivalent in physical meaning to the virtual work principle, the external force virtual work is equal to the internal force virtual work, and the mechanical equilibrium relationship is established through the virtual displacement v; discretizing the permeation module and the topological support module into finite elements, and interpolating the element displacement u = N i q i , wherein qi is the node displacement; converting the partial differential control equation into a linear equation system Kq = F, wherein K is the stiffness matrix, and F is the load vector; deriving the stress field from the displacement field through the constitutive relation σ = Dε, wherein D is the elastic matrix, and ε is the strain; calculating the equivalent stress σ vm by using the von Mises formula; and obtaining the support structure mass m = ρv by combining the material density ρ through element volume integration V = ∫dV.
[0064] In an embodiment, the calculation steps of the optimization algorithm and objective function unit comprise:
[0065] S1, objective function: taking the support structure mass as the optimization objective, and processing the stress and displacement constraints by using a penalty function;
[0066] S2, solving algorithm: implementing the topology optimization by using a sequential quadratic programming algorithm, which is specially designed for nonlinear optimization design with constraints, and the core logic is a quadratic programming subproblem and a sequence iteration:
[0067] In each iteration, the original objective function and the constraint conditions are approximated to a quadratic function and a linear constraint by Taylor expansion, and a quadratic programming QP subproblem is constructed, wherein the original objective function comprises the support structure mass and the constraint penalty term, and the constraint conditions comprise the stress and displacement limits:
[0068] The constraints include equality constraints: Inequality constraints: where, is the vector of design variables, is the gradient of the function f at the point xk, Hk is the Hessian matrix, ci, dj are the constraint functions, T denotes the transpose, is the gradient vector of f at xk;
[0069] By solving a series of QP sub-problems, the optimal solution of the original problem is gradually approached, and the design variables x k+1 = x k + Δx are updated each iteration, the Hessian matrix and the constraint gradient are corrected, until the convergence condition is met.
[0070] S3, variable boundary: the variable boundary is the comprehensive result of engineering experience and mechanical constraints, and the core logic is to find the optimal solution in the feasible region. The main variable boundaries include the angle of the upper diagonal brace 7, the angle of the lower diagonal brace 8, the cross-sectional width of the support beam 6, the cross-sectional height of the support beam 6, the cross-sectional width of the limiting vertical beam 5, and the cross-sectional height of the limiting vertical beam 5.
[0071] In an embodiment, the parameters output by the optimization result output unit include the minimum mass of the support structure, the optimal angle of the upper diagonal brace, the optimal angle of the lower diagonal brace, the optimal cross-sectional width of the support beam, the optimal cross-sectional height of the support beam, the optimal cross-sectional width of the limiting vertical beam, the optimal cross-sectional height of the limiting vertical beam, the maximum equivalent stress, and the maximum displacement.
[0072] In an embodiment, it further includes a computing device (such as a computer) with a built-in topology optimization system.
[0073] In an embodiment, the optimization result output unit further includes a visualization screen to output the optimization result parameters.
[0074] In an embodiment, the implementation steps of the modular filling retaining wall structure include:
[0075] Step S1, preparation stage: according to the design requirements, prepare the water-permeable geotextile 1, the steel mesh 2 (using a diamond mesh steel mesh), the drain pipe 3, the wooden wedge 4, the support beam 6, the limiting vertical beam 5, the upper diagonal brace 7, the lower diagonal brace 8, the anchor rod 9, the inverse filter geotextile 10, and the filler filter layer 11, etc. materials, check whether the material specifications and performance meet the design requirements, clean the construction site to ensure that the site is flat; the material specifications and performance need to meet the following design requirements:
[0076] The unit area mass of the water-permeable geotextile 1 is ≥300g / m 2 , the equivalent pore size is 0.07mm-0.2mm, and the vertical permeability coefficient is 10 -3m / s~10 -4 m / s; the aperture of the diamond grid reinforcement net is not higher than 40mm*80mm, and the diameter of the reinforcement is not less than 3mm; the anchor rod 9 adopts a threaded steel with a diameter of 20mm, the length of the anchoring section is not less than 800mm, and the length of the welding section is not less than 150mm;
[0077] Step S2, drilling construction: the anchoring drilling 14 is constructed on the surrounding rock 13 according to the designed position, and the drilling depth is not less than 50cm;
[0078] Step S3, injecting anchoring agent: the fast-hardening cement anchoring agent is pre-injected in the anchoring drilling 14, to ensure that the anchoring agent uniformly fills the drilling, and to provide a stable foundation for the subsequent fixation;
[0079] Step S4, fixing the geotextile: the water-permeable geotextile 1 is fixed in the anchoring drilling 14 through the wooden wedge 4, and the fast-hardening cement anchoring agent is used to make the wooden wedge 4 and the water-permeable geotextile 1 stably fixed on the surrounding rock 13.
[0080] Step S5, laying the reinforcement net: a layer of diamond grid reinforcement net is laid outside the fixed water-permeable geotextile 1 (away from the paste filling area side), so that the water-permeable geotextile 1 and the diamond grid reinforcement net are closely attached, the fixed interval is not greater than 200mm, and the attachment gap is not greater than 3mm;
[0081] Step S6, installing the drainage pipe: the water discharge hole is arranged at different elevations of the water-permeable geotextile 1, and the drainage pipe 3 is installed in the water discharge hole, the liquid inlet section of the drainage pipe 3 is provided with the filter geotextile 10, the filter geotextile 10 and the liquid inlet section of the drainage pipe 3 are wrapped with the filler filter layer 11, the filler filter layer 11 adopts the gravel filter layer, the gradation of the gravel filter layer is that the proportion of 1cm~2cm gravel is 60% and the proportion of 2cm~4cm gravel is 40%, the porosity is ≥35%, and the unit area mass of the filter geotextile 10 is 200g / m 2 The length of the liquid inlet section of the drainage pipe 3 is 5cm~8cm, the water-permeable hole 12 is arranged on the drainage pipe 3 at intervals, to ensure that the filling slurry water is efficiently discharged;
[0082] Step S7, anchor rod construction: the drill is arranged to drill the anchor rod drilling on the surrounding rock 13, the threaded steel with a diameter of 2cm is used as the anchor rod 9, the anchor rod 9 is driven into the surrounding rock 13 by the anchor rod trolley, to ensure that the anchor rod 9 enters the surrounding rock with a depth of not less than 80cm, to form a stable anchoring foundation.
[0083] Step S8, topology optimization verification: according to Figure 5 the flow, the finite element analysis model is constructed, the optimization algorithm and the objective function are used to verify the retaining wall structure;
[0084] Step S9, installing the topological support module: arranging according to the optimized support structure parameters, installing the support cross beam 6 and the limiting vertical beam 5 in turn outside the diamond-shaped mesh reinforcement, and then fixing through the upper inclined brace 7 and the lower inclined brace 8.
[0085] Step S10, welding treatment: welding the support cross beam 6, the limiting vertical beam 5, the upper inclined brace 7 and the lower inclined brace 8 with the exposed threaded segment (welding segment) of the anchor rod 9 by using a welding machine; adopting a full welding process, ensuring that the weld height is not less than 15 cm, and setting a steel plate reinforcing rib with a thickness of 8 mm at the welding position, so as to ensure that the topological support module is firm and reliable as a whole.
[0086] Through the above steps, the rapid and efficient construction of the modular filling retaining wall structure can be realized, and the bleeding performance, structural stability and construction economy are combined.
[0087] The modular filling retaining wall structure has the following advantages: low cost, low material consumption and low engineering quantity, which can greatly reduce the construction cost; the retaining wall body can be recycled, the construction period is only 2-3 days, the bleeding performance is excellent, the strength formation of the filling body can be accelerated, the working cycle time is shortened, and after the filling body is solidified, all materials can be recycled and the damage rate is low. Through low-strength on-site operation, cheap materials, simple process and high practicability, the rapid assembly of the filling retaining wall and the recycling of the main materials are realized, a high-efficiency and reliable retaining wall structure and construction scheme are provided for the industry, and the collaborative innovation of "high permeability bleeding-topological optimization support-quick modular construction" is realized, which breaks through the bottleneck of the existing retaining wall in efficiency, stability and economy, and adapts to the engineering needs of mine paste filling. The high permeability mentioned in the present application is improved compared with the permeability of the existing retaining wall structure.
[0088] The principles and implementation modes of the present application are described by using specific examples in the present application, and the above examples are only used to help understand the method of the present application and its core idea; meanwhile, for those skilled in the art, according to the idea of the present application, the specific implementation modes and application ranges will be changed. In conclusion, the content of the specification should not be understood as a limitation of the present application.
Claims
1. A modular retaining wall structure, characterised in that, The permeation module comprises water-permeable geotextile, reinforcing mesh and drain pipe, the water-permeable geotextile is detachably anchored on the surrounding rock of the roadway to close the roadway, the reinforcing mesh is attached to the side of the water-permeable geotextile away from the paste filling area in the roadway, the water-permeable geotextile is provided with water bleeding holes at intervals from top to bottom, the drain pipe comprises a liquid inlet section and a liquid outlet section, the pipe wall of the liquid inlet section and the liquid outlet section is provided with water-permeable holes, the liquid inlet section passes through the water bleeding holes and extends to the paste filling area, the liquid outlet section is fixed on the reinforcing mesh, the liquid inlet section is wrapped with a filler filter layer through a reverse filter geotextile; the topological support module comprises a support matrix which is detachably anchored on the surrounding rock of the roadway, and the support matrix is used to maintain the attachment of the reinforcing mesh and the water-permeable geotextile.
2. The modular retaining wall structure of claim 1, wherein, The surrounding rock of the roadway is provided with an anchoring borehole, and the water-permeable geotextile is anchored on the anchoring borehole through a wooden wedge and an anchoring agent.
3. The modular retaining wall structure of claim 2, wherein, The depth to which the wooden wedge is anchored in the anchoring borehole is at least 50 cm.
4. The modular retaining wall structure of claim 1, wherein, The anchoring agent is fast-hardening cement.
5. The modular retaining wall structure of claim 1, wherein, The length of the liquid inlet section is 5-8 cm.
6. The modular retaining wall structure of claim 1, wherein, The filler filter layer is a gravel filter layer.
7. The modular retaining wall structure of claim 6, wherein, The grading of the gravel filter layer is that 60-70% of the gravel is 1-2 cm in size, and 40-30% of the gravel is 2-4 cm in size.
8. A modular retaining wall structure according to claim 7, wherein, The unit area mass of the geotextile is 200 g / m 2 .
9. The modular retaining wall structure of claim 1, wherein, The water permeable geotextile has a unit area mass of ≥300g / m 2 , an equivalent aperture of 0.07mm-0.2mm, and a vertical permeability coefficient of 10 -3 m / s-10 -4 m / s.
10. The modular retaining wall structure of claim 1, wherein, The reinforcing mesh is a diamond mesh reinforcing mesh.
11. The modular retaining wall structure of claim 10, wherein, The aperture of the diamond mesh reinforcing mesh is not higher than 40 mm*80 mm, and the diameter of the reinforcing steel is not less than 3 mm.
12. The modular retaining wall structure of claim 1, wherein, The support matrix comprises limiting vertical beams, supporting horizontal beams, lower diagonal braces and upper diagonal braces, the limiting vertical beams, the supporting horizontal beams, the lower diagonal braces and the upper diagonal braces are all anchored on the surrounding rock of the roadway through anchor rods, the limiting vertical beams are arranged at intervals from the left side to the right side of the roadway, the supporting horizontal beams are arranged at intervals from the top to the bottom of the roadway, the limiting vertical beams, the supporting horizontal beams and the reinforcing mesh are attached in sequence, the upper diagonal braces are fixedly connected to the upper side of the limiting vertical beams away from the supporting horizontal beams, and the lower diagonal braces are fixedly connected to the lower side of the limiting vertical beams away from the supporting horizontal beams.
13. The modular retaining wall structure of claim 12, wherein, The anchor rod is a threaded steel rod with a diameter of not less than 2 cm, the anchor rod comprises an anchoring section for anchoring in the surrounding rock and a welding section for welding with the support matrix, the length of the anchoring section is not less than 80 cm, and the length of the welding section is not less than 15 cm.
14. The modular retaining wall structure of claim 13, wherein, The welding section adopts a full-welding process, a steel plate reinforcing rib is arranged at the welding position of the welding section and the support matrix, and the thickness of the steel plate reinforcing rib is not less than 0.8 cm.
15. The modular retaining wall structure of claim 12, wherein, The modular filling retaining wall structure is designed through a topological optimization system, and the topological optimization system comprises a finite element analysis model construction unit, an optimization algorithm and objective function unit and an optimization result output unit.
16. The modular retaining wall structure of claim 15, wherein, The construction steps of the finite element analysis model construction module comprise: S1, geometric modeling: creating a geometric model of the modular filling retaining wall structure, and dividing the model into grids with a size of ≤0.2 m; S2, boundary and load: applying anchor rod fixing constraints, filling body lateral pressure and structure self-weight; S3, solving and calculating: the variational principle and the virtual work principle are used to realize the solution of the retaining wall structure mechanical field, the displacement field, the stress field and the structure mass are calculated through the finite element discretization and the linear equation system solution; the displacement field u is taken as the unknown function, the total potential energy functional Π(u) is constructed, δΠ(u)=0 is satisfied, the displacement solution of the equilibrium state is obtained when the potential energy variation is 0, the physical meaning is equivalent to the virtual work principle, the virtual work of external force and internal force is equal, the mechanical equilibrium relationship is established through the virtual displacement v; the penetration module and the topological support module are discretized into finite elements, the element displacement u=N i q i , wherein qi is the node displacement; the partial differential control equation is converted into a linear equation system Kq=F, wherein K is the stiffness matrix and F is the load vector; the stress field is derived from the displacement field through the constitutive relation σ=Dε, wherein D is the elastic matrix and ε is the strain; the equivalent stress σ vm is calculated by using the von Mises formula; the support structure mass m=ρv is obtained by combining the material density ρ through the element volume integral V=∫dV.
17. The modular retaining wall structure of claim 16, wherein, The calculation steps of the optimization algorithm and objective function unit comprise: S1, objective function: taking the support structure mass as the optimization objective, and processing stress and displacement constraints through a penalty function; S2, solving algorithm: a sequential quadratic programming algorithm is used to realize topology optimization, which is specially designed for nonlinear optimization design with constraints, and the core logic is quadratic programming sub-problems and sequential iteration: In each iteration, the original objective function and constraint conditions are approximated to quadratic functions and linear constraints through Taylor expansion, and a quadratic programming QP sub-problem is constructed, wherein the original objective function includes the support structure mass and the constraint penalty term, and the constraint conditions include stress and displacement limits; The constraints include equality constraints: Inequality constraints: where, is the vector of Δx that minimizes the objective function, is the gradient of the function f at the point xk, Hk is the Hessian matrix, ci, dj are the constraint functions, T denotes the transpose, is its gradient vector at xk; By solving a series of QP sub-problems, gradually approaching the optimal solution of the original problem, updating the design variables x each iteration k+1 = x k + Δx, modifying the Hessian matrix and constraint gradients until the convergence condition is met; S3, variable boundary: the variable boundary is a comprehensive result of engineering experience and mechanical constraints, and the core logic is to find the optimal solution in the feasible region, and the main variable boundaries include the angle of the upper diagonal brace, the angle of the lower diagonal brace, the cross-sectional width of the support beam, the cross-sectional height of the support beam, the cross-sectional width of the limiting vertical beam, and the cross-sectional height of the limiting vertical beam.
18. The modular retaining wall structure of claim 17, wherein, The parameters output by the optimization result output unit include the minimum mass of the support structure, the optimal angle of the upper diagonal brace, the optimal angle of the lower diagonal brace, the optimal cross-sectional width of the support beam, the optimal cross-sectional height of the support beam, the optimal cross-sectional width of the limiting vertical beam, the optimal cross-sectional height of the limiting vertical beam, the maximum equivalent stress, and the maximum displacement.