Drainage assembly for residue soil absorption field

Abstract

The invention discloses a residue soil absorption field drainage assembly which comprises a horizontal pipe arranged in an absorption area; the blind ditch pipe is arranged in the blind ditch; wherein the horizontal pipe is connected with the blind ditch pipe through the connecting well; an anti-expansion filtering layer is arranged outside the horizontal pipe, and pressure reducing holes are formed in the pipe wall of the horizontal pipe; wherein the anti-expansion filtering layer comprises a water guide gravel area tightly attached to the horizontal pipe, the area forms a non-uniform gap channel through angular gravel, the sharp edges of the angular gravel are mutually embedded to form a rigid framework, and the non-uniform gap channel is matched with the pressure reduction pore space. And the water flow generates turbulent flow in the gap channel to accelerate to converge to the pressure-reducing pores. By constructing a composite wrapping structure of a multi-layer anti-expansion filtering layer and a collaborative drainage seepage layer, gradient filtering of blockages, elastic digestion of settlement stress and three-dimensional blocking of runoff impurities are achieved, so that the problems of seepage attenuation and structural instability of a traditional single-layer gravel blind ditch are solved, and long-acting and stable drainage efficiency and deformation resistance are obtained.

Description

Technical Field

[0001] This invention relates to the field of drainage technology, and in particular to a drainage component for a waste disposal site. Background Technology

[0002] As a critical facility for the disposal of urban construction waste, the drainage system performance of a construction waste disposal site directly impacts site stability and environmental safety. Traditional drainage structures commonly employ a single-layer gravel-encased horizontal pipe design, which has revealed significant flaws over long-term operation. The expansion of clay minerals in the construction waste upon contact with water can clog the gaps between the gravel, leading to a substantial decrease in permeability, as measured data shows. Uneven settlement can easily cause the horizontal pipe joints to detach, resulting in pipe rupture accidents. Surface runoff carrying impurities infiltrates and accelerates system failure, with siltation becoming particularly severe during the rainy season.

[0003] Existing technologies attempt to alleviate clogging problems by increasing the number of geotextile layers or enlarging the particle size of crushed stone, but the separation of the interfaces between multiple materials leads to new seepage short-circuiting phenomena. Regarding settlement resistance, while conventional concrete cladding can locally enhance pipe stiffness, it fails to address the stress concentration problem caused by the deformation differences between soft and hard materials. In freeze-thaw cycle regions, traditional structures lack effective temperature deformation compensation mechanisms.

[0004] Current improvement solutions often focus on solving single problems. For example, the patented technology mentioned above, which delays blockage through spiral drainage holes, fails to address both settlement and seepage prevention issues. The use of flexible joints weakens the pipe's pressure-bearing capacity. For instance, the patent document "Anti-blocking Horizontal Pipe for Slag Slopes," published in Chinese patent literature (publication number CN108797611B), includes a horizontal pipe body. The horizontal pipe body is inclined and composed of several sections of horizontal pipe connected end-to-end. The ends of the horizontal pipe body are provided with coarse-pore filter grooves, and the horizontal pipe body itself is provided with fine-pore filter grooves. The fine-pore filter grooves are connected to the horizontal pipe body via connecting threads. The fine-pore filter grooves and coarse-pore filter grooves are spaced apart, forming a hollow section between them. A water inlet pipe is provided at the top of the inner wall of the horizontal pipe body and is fixed along the top of the inner wall of the horizontal pipe body.

[0005] The aforementioned technical solutions still have shortcomings, resulting in a significantly shortened lifespan of existing drainage components and persistently high maintenance costs. These shortcomings manifest in three ways: pore blockage caused by material expansion leads to a continuous decline in drainage efficiency; slippage between layers in the layered backfill structure causes shifts in seepage channels; and stress concentration at pipe joints accelerates structural damage. These problems are particularly prominent in slag heap sites with high clay content and in areas with frequent freeze-thaw cycles, necessitating the development of an integrated technical solution to address the triple challenges of blockage, settlement, and seepage prevention. Summary of the Invention

[0006] To address the three major defects in the drainage system of waste disposal sites—clay expansion and blockage, uneven settlement leading to pipe breakage, and accelerated failure due to surface runoff infiltration—this solution constructs a composite encapsulation structure with a three-layer anti-expansion filter layer and a drainage seepage layer. This achieves gradient filtration of blockages, elastic dissipation of settlement stress, and three-dimensional barrier of runoff impurities, thereby eliminating the infiltration attenuation and structural instability problems of traditional single-layer gravel blind drains and obtaining long-term stable drainage performance and deformation resistance.

[0007] To achieve the above objectives, the present invention adopts the following technical solution: A drainage component for a waste disposal site includes a horizontal pipe installed in the disposal area and a blind drain installed within the blind drain. The horizontal pipe and the blind drain are connected via a connecting well. An anti-expansion filter layer is provided on the outside of the horizontal pipe, and pressure-reducing pores are provided on the pipe wall. The anti-expansion filter layer includes a water-guiding gravel area closely attached to the horizontal pipe. This area is composed of angular gravel forming non-uniform gap channels. The sharp edges of the angular gravel interlock to form a rigid skeleton. The non-uniform gap channels match the pressure-reducing pore space, causing the water to generate turbulence within the gap channels and accelerate towards the pressure-reducing pores.

[0008] In this scheme, the horizontal pipe and the blind drain work together through a connecting well. The horizontal pipe is responsible for collecting leachate from the treatment area, while the blind drain facilitates regional drainage. The pressure-reducing pores on the horizontal pipe wall can be arranged in various ways, such as spiral distribution, axially equidistant staggered arrangement, or radially gradually varying density distribution. These asymmetrical layouts create a progressive water flow path along the circumference of the pipe wall, generating an axial pressure gradient that encourages water outside the pipe to migrate downstream along the spiral trajectory, avoiding the localized impurity accumulation caused by traditional straight-line uniformly distributed pores. The helix angle is matched with the pipe's bending stiffness to ensure that the helix is ​​on the tensile side during pipe laying, maintaining structural stability.

[0009] The anti-expansion filter layer encasing the horizontal pipe employs a functional, layered design to address clogging and sedimentation issues. The water-conducting gravel zone, tightly adhering to the pipe wall, is composed of angular gravel with sharp edges interlocking to form a rigid framework. Its non-uniform gap channels spatially correspond to the pressure-reducing pore trajectory. When seepage water enters the gaps, the variable cross-section channels disrupt laminar flow, generating turbulence. The water accelerates and converges towards the pressure-reducing pores through multi-directional refraction. The angular gravel framework simultaneously resists internal expansion pressure, preventing structural collapse.

[0010] Preferably, the anti-expansion filter layer includes, from the inside out, a water-conducting gravel zone, a stress buffer zone, and a seepage-proof isolation zone.

[0011] Preferably, the water-guiding gravel zone is composed of angular gravel, with non-uniform gap channels formed between the gravel.

[0012] Preferably, the stress buffer zone is an elastic porous polymer layer with a porosity greater than that of the water-conducting crushed stone zone. Furthermore, the water-conducting crushed stone zone is surrounded by an elastic porous polymer layer. This material undergoes reversible compressive deformation under soil load: when vertical stress is transferred to this point, the gas within the polymer pores is compressed, forming a buffer air pocket that absorbs settlement energy; after unloading, the material elastically recovers, preventing permanent deformation. This dynamic energy absorption mechanism protects the crushed stone edges from piercing the outer structure while simultaneously mitigating stress concentration caused by uneven settlement.

[0013] Preferably, the seepage-proof isolation zone includes two layers of permeable geotextile, with a bentonite waterproof blanket sandwiched between the two layers of geotextile.

[0014] Preferably, the drainage and seepage layer includes: alternating layers of permeable geotextile and crushed stone; a reinforced concrete protective structure at the bottom; wherein the particle size of the crushed stone layer increases from top to bottom.

[0015] Preferably, a mechanically interlocking interface is formed between the permeable geotextile layer and the crushed stone layer, and this interface includes a periodically distributed protrusion-groove structure.

[0016] Preferably, the water-permeable filter element is a frustoconical diatomaceous earth component, with its large end facing outwards and its small end facing inwards.

[0017] Preferably, a retaining wall cooperative structure is also included; the inner side of the retaining wall structure is provided with water guiding ribs, and the gap between the ribs corresponds to the position of the pressure reducing hole of the horizontal pipe.

[0018] Preferably, a settlement compensation unit is provided in the drainage seepage layer; the settlement compensation unit is a concrete column that vertically penetrates the crushed stone layer; an expansion joint is pre-installed in the concrete column, and the position of the expansion joint is aligned with the horizontal pipe interface.

[0019] Therefore, the present invention has the following beneficial effects: For the anti-expansion filter layer structure, the angular gravel in the water-conducting gravel zone generates turbulence to accelerate drainage, the elastic material in the stress buffer zone absorbs settlement stress, and the bentonite interlayer in the seepage prevention isolation zone blocks clay infiltration, thus working together to solve the clogging problem.

[0020] The particle size of the drainage seepage layer increases from top to bottom. The fine gravel on the surface intercepts impurities, while the coarse gravel at the bottom maintains smooth seepage. Combined with the reinforced concrete protective structure, it resists foundation deformation and prevents the seepage channel from shifting.

[0021] The concrete column of the settlement compensation unit extends to the bearing layer, and its expansion joint is aligned with the horizontal pipe interface to absorb differential settlement stress and avoid structural fracture.

[0022] The retaining wall's water-guiding ribs and the pressure-reducing pores of the horizontal pipe are aligned to guide runoff into directional infiltration, reduce soil loss, and improve system stability. Attached Figure Description

[0023] Figure 1 This is a schematic diagram of the overall structure of the present invention.

[0024] Figure 2 for Figure 1 Cross-sectional view at point AA.

[0025] Figure 3 This is a schematic diagram of the drainage seepage layer in this invention.

[0026] Figure 4 This is a schematic diagram of the structure of Embodiment 4 of the present invention.

[0027] Figure 5 This is a schematic diagram of the anti-expansion filter layer in this invention.

[0028] In the diagram: 1. Horizontal pipe, 11. Pressure-reducing pores, 2. Anti-expansion filter layer, 21. Water-conducting crushed stone zone, 22. Stress buffer zone, 23. Seepage-proof isolation zone, 3. Drainage seepage layer, 30. Bagged crushed stone, 31. Surface crushed stone, 32. Middle crushed stone, 33. Bottom crushed stone, 4. Permeable geotextile, 5. Reinforced protective structure, 6. Retaining wall structure, 61. Water-conducting ribs, 7. Settlement compensation unit, 71. Expansion joint, 8. Blind drain pipe, 9. Connecting well. Detailed Implementation

[0029] The present invention will be further described below with reference to the accompanying drawings and specific embodiments. Examples of the embodiments are shown in the drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout.

[0030] Example 1 like Figure 1 , 2As shown in Figure 5, in this embodiment, a three-layer anti-expansion filter layer 2 structure is constructed around the horizontal pipe 1, consisting of a water-conducting crushed stone zone 21, a stress buffer zone 22, and a seepage-proof isolation zone 23, from the inside out. The water-conducting crushed stone zone 21 is arranged close to the outer wall of the horizontal pipe 1, using angular crushed stones stacked to form a skeleton. The irregular polyhedral shape between the stones creates non-uniform gap channels. The cross-sectional changes of these channels disrupt the laminar flow state of the water, causing multi-directional refraction of the seepage. The sharp edges of the angular crushed stones interlock to form a rigid support network, with a gap distribution that is sparse at the top and dense at the bottom. The dense area at the bottom accelerates the convergence of water into the horizontal pipe 1, while the loose area at the top accommodates the temporary deposition of clay particles. The stress buffer zone 22 covers the outside of the water-conducting crushed stone zone 21 and uses an elastic porous polymer layer with a significantly higher porosity than the crushed stone zone. This material undergoes reversible compressive deformation under vertical load. When the stress of soil settlement is transmitted to this point, the gas in the polymer pores is squeezed to form a buffer airbag, absorbing the puncture energy of the crushed stone edges on the seepage-proof layer. The seepage-proof isolation zone 23 is located on the outermost layer and consists of two layers of permeable geotextile sandwiching a bentonite waterproof blanket. The inner layer of geotextile is tightly attached to the surface of the stress buffer zone 22. After the bentonite expands when it comes into contact with water, it is squeezed into the gaps between the geotextile fibers. The expanded body forms a continuous barrier membrane between the fibers, while the outer layer of geotextile is subjected to mechanical wear and ultraviolet aging.

[0031] In this embodiment, the anti-expansion filter layer 2 achieves functional synergy through physical compression. The turbulence effect of the water-conducting crushed stone zone 21 enhances the initial seepage efficiency, while the angular crushed stone skeleton resists internal expansion pressure. The elastic deformation of the stress buffer zone 22 dissipates external settlement stress, preventing structural brittle failure. The seepage-proof isolation zone 23 inhibits the intrusion of clay particles through molecular-level barrier. Compared with traditional single-layer crushed stone blind drains, this solution extends the effective seepage life by more than three times while maintaining the same thickness. It is also possible to replace the water-conducting crushed stone zone 21 with a ceramsite layer. Accelerated aging tests of the angular crushed stone-elastic polymer-bentonite composite system in this embodiment show that it maintains stable performance in leachate environments with a pH of 4-10, making it particularly suitable for slag disposal sites with a kaolin content exceeding 30%.

[0032] In this embodiment, the particle size of the crushed stone in the water-conducting crushed stone zone 21 is controlled within the range of 20-40mm, and the ratio of its maximum edge length to its minimum particle size is greater than 1.5 to ensure sufficient interlocking. The thickness of the elastic porous polymer layer is one-third to one-half of that of the water-conducting crushed stone zone 21, and the opening direction is perpendicular to the axis of the horizontal pipe 1. The bentonite waterproofing blanket has a unit area mass of not less than 4000g / m² to achieve effective expansion and sealing. The interfaces of each layer are compacted by construction vibration to form micro-interlocking. The protruding edges of the water-conducting crushed stone zone 21 penetrate the polymer surface to form mechanical anchoring, and the edges of the polymer openings are wrapped with geotextile fibers to produce an adhesion effect. This hierarchical connection mechanism enables the three filter layers to maintain coordinated deformation within a 10% strain range, completely eliminating the risk of interlayer delamination caused by material modulus differences in traditional structures.

[0033] During construction, a water-conducting crushed stone zone 21 is first laid at the bottom of the excavated trench. The angular crushed stone is backfilled in layers, with each layer's thickness controlled to be no more than twice the maximum particle size. During manual spreading, the crushed stone's edges are ensured to face downwards and insert into the base soil, with the sharp edges of adjacent stones abutting against each other to form a self-locking skeleton. Subsequently, an elastic porous polymer layer is wrapped around the crushed stone layer. After the material is unfolded, it remains in a naturally relaxed state. Longitudinal joints are overlapped, with the overlap width exceeding three times the material thickness to prevent stress concentration and tearing. During the construction of the outermost seepage-proof isolation zone 23, the inner permeable geotextile is first smoothly covered on the polymer surface. After the bentonite waterproofing blanket is unfolded, it is immediately sprayed with water to activate it. Once the initial expansion of the bentonite blanket is formed, the outer geotextile layer is then covered. The edges of the two geotextile layers are then welded together to form a continuous seal.

[0034] In actual operation, when the leachate from the excavated soil comes into contact with the seepage barrier 23, the bentonite particles expand upon contact with water, filling the gaps between the geotextile fibers. The expansion pressure causes the geotextile to adhere tightly to the polymer layer. Simultaneously, clay particles carried by surface runoff are intercepted by the outer geotextile layer, and the process of forming a filter cake layer actually enhances the seepage prevention effect. As the load of the excavated soil increases, the settlement stress is transmitted through the soil to the stress buffer zone 22. The elastic polymer undergoes axial compression deformation, and its internal pore volume decreases, generating a reverse support force. At this time, the angular crushed stone skeleton of the water-conducting crushed stone zone 21 maintains structural rigidity, preventing excessive compression of the polymer. Under heavy rain conditions, short-term high-flow-rate seepage impacts the seepage barrier layer, and the bentonite expansion bodies migrate to the low-density area under fluid pressure, automatically repairing local weak points.

[0035] Example 2 like Figure 3 As shown, the technical solution of this embodiment revolves around the hierarchical structure of the drainage seepage layer 3 and its interface reinforcement mechanism. This solution consists of alternating layers of permeable geotextile and crushed stone, with a reinforced concrete protective structure 5 at the bottom serving as the load-bearing foundation. The particle size of the crushed stone layer follows a distribution pattern that increases from top to bottom. The surface layer crushed stone 31 has the smallest particle size, approximately 3-5 cm, forming a densely arranged filter network that effectively intercepts large impurities such as leaves and plastic fragments carried by surface runoff. The middle layer crushed stone 32 has a moderately increased particle size, approximately 5-10 cm, and its interstitial channels allow silt particles to pass through while blocking clay clumps. The bottom layer crushed stone 33 uses the largest particle size, approximately 10-30 cm, forming highly permeable cavities that accelerate the vertical infiltration of water. Adjacent layers are separated by geotextile layers. The fiber gaps in this fabric layer are smaller than the particle size of the surface crushed stone 31, physically sieving fine particles not captured by the crushed stone layer. The reinforced protective structure 5 is located at the bottom of the entire seepage layer. It adopts an orthogonal grid arrangement, and the grid nodes are welded to the key load-bearing points of the crushed stone layer skeleton to form a rigid chassis that resists foundation deformation and ensures the structural stability of the blind drain or disposal area.

[0036] It is worth noting the mechanical interlocking structure formed at the interface between the permeable geotextile layer and the crushed stone layer. The geotextile layer surface is imprinted with periodically distributed corrugated protrusions, the height of which is proportional to the particle size of the adjacent crushed stone layer. During construction and compaction, the edges of the crushed stone embed into the grooves between the protrusions. The groove depth ensures that the embedded depth of the crushed stone exceeds one-third of its surface protrusion height, forming an interlocking anchorage. When horizontal shear force occurs, the sidewalls of the protrusions and the edges of the crushed stone create a wedge-like effect, converting the shear force into a vertical constraint force. This interlocking mechanism increases the interlayer shear strength to several times that of traditional flat-lay structures, completely eliminating the slippage and misalignment phenomena commonly found in layered backfilling.

[0037] In this embodiment, the progressively larger gravel layer achieves gradient filtration of impurities, preventing localized blockages and seepage short circuits. The geotextile layer, while intercepting particles, provides a positioning reference for the gravel through its raised structure. The reinforcing mesh maintains the geometric stability of the entire seepage layer by constraining the displacement of the bottom gravel layer. Compared to conventional uniform-size gravel blind drains, this solution reduces seepage efficiency fluctuations by more than 80% under heavy rainfall conditions. Alternative solutions could eliminate the geotextile layer and replace it with clay-coated gravel, but clay softens upon contact with water, losing interfacial stability; or a three-dimensional fabric could be used instead of a planar geotextile, but this increases costs and reduces construction adaptability.

[0038] In this embodiment, the seepage drainage layer is set around the blind drain pipe. The corrugated protrusions of the geotextile layer are arranged in parallel at equal intervals, with the axis of the protrusions perpendicular to the water flow path. The particle size distribution ratio of adjacent gravel layers is controlled within the range of 1:1.5 to 1:2 to ensure that the upper gravel cannot penetrate the gaps between the lower layers. The size of the steel reinforcement protective structure 5 grid is comparable to the average particle size of the bottom gravel 33, and each grid unit contains at least three gravel pieces to form an interlock. The edges of the geotextile layer are hot-melt welded to form a continuous waterproof barrier, and the direction of its corrugated protrusions is consistent with the direction of gravel backfilling. The contact points between the bottom gravel 33 and the steel reinforcement grid are fixed with epoxy resin spot bonding to prevent gravel displacement caused by vehicle rolling. The entire seepage layer is laterally engaged with the foundation soil through geotextile edging to form a closed drainage channel. This three-dimensional structure enables the system to maintain a stable seepage path under conditions of uneven settlement of excavated soil, and is especially suitable for large disposal sites with a fill thickness of more than ten meters. The drainage seepage layer can be as follows: Figure 1 , 2 As shown, using only 30g of bagged crushed stone is also possible. Figure 3 The diagram shows a composite layer consisting of a surface layer of crushed stone 31, a middle layer of crushed stone 32, and a bottom layer of crushed stone 33. Bagged crushed stone 30 is suitable for sites with simple soil types and relatively large soil particles; while composite layers are suitable for other situations.

[0039] Construction begins with site leveling. First, a reinforced concrete protective structure 5 is laid as the bottom support. The grid-like reinforcing bars are orthogonally arranged at the designed spacing, and resistance spot welding is used to fix the joints, forming a continuous bearing surface. Then, the largest diameter crushed stone is spread on the reinforcing mesh, and the position of the crushed stone is manually adjusted so that its edges are embedded in the mesh gaps. Epoxy resin adhesive is applied to the contact surface between the crushed stone and the reinforcing bars to form temporary fixation. Next, the first layer of permeable geotextile is laid to cover the crushed stone layer. During laying, the corrugated protrusions are aligned perpendicular to the preset water flow path, and an overlap length is reserved at the edges of the geotextile. The middle layer of medium-diameter crushed stone is backfilled using a segmented approach. Vibration compaction is performed immediately after every 0.5 meters of crushed stone layer. The roller grooves engage with the corrugated protrusions of the geotextile, and the vibration energy causes the crushed stone edges to precisely embed into the grooved areas. During this process, the geotextile must be kept moist to enhance fiber flexibility. The smallest diameter crushed stone in the upper layer is screened and then manually laid, with a focus on ensuring that the surface crushed stone 31 completely covers the corrugated protrusions of the geotextile.

[0040] In actual operation, surface runoff first contacts the top layer of fine gravel. Larger debris such as leaves are intercepted in the gaps between the gravel, and water passes through the gravel layer into the geotextile filtration zone. The geotextile fibers capture suspended silt to form a filter cake layer. At this time, the corrugated protrusions maintain the drainage channel between the filter cake and the gravel. Under heavy rain conditions, the sudden increase in water flow causes slight displacement of the surface gravel 31, but the edges of the gravel are constrained by the sidewalls of the grooves and cannot detach. The interlayer interlocking force increases with the increase of shear stress. When soil settlement occurs, the bottom layer of steel mesh forms a rigid plane through node welding, which constrains the overall settlement of the gravel layer; the corrugated protrusions of the middle layer of geotextile undergo elastic deformation under vertical load, compensating for the uneven settlement difference between adjacent gravel layers.

[0041] Example 3 This embodiment optimizes the structure of the horizontal pipe 1, featuring a spiral distribution configuration of pressure-reducing pores 11 around the pipe wall and a directional installation mechanism for the permeable filter element. The horizontal pipe 1 serves as the central channel of the entire drainage assembly. The pressure-reducing pores 11 on the pipe wall are arranged in a spiral trajectory along the axial direction. This asymmetrical layout creates a continuously varying water flow path around the pipe's circumference. The pitch of the spiral trajectory scales proportionally to the pipe diameter, ensuring that adjacent pores overlap by more than one-third on the axial projection, forming a seepage coverage network without blind spots. Each pressure-reducing pore 11 is embedded with a frustum-shaped diatomaceous earth filter element. The larger end of the filter element faces outward, exposed to the external environment, while the smaller end extends inward to the inner wall of the pipe. Micron-level capillary channels are formed within the porous framework of the diatomaceous earth filter element, with the outer surface area of ​​the larger end being several times that of the inner surface area of ​​the smaller end, creating a filtration cross-section that gradually narrows from the outside in.

[0042] The filter element fits snugly against the pores, with a gap maintained between the outer surface of the cone and the pore wall. This gap is filled with elastic sealant to absorb thermal expansion and contraction. The outer edge of the large end of the filter element protrudes from the tube wall surface, forming an annular water collection groove, while the inner edge of the small end is flush with the inner wall of the tube to avoid turbulence. The unique bimodal pore size distribution of diatomaceous earth material (micropores 0.1-1μm, macropores 5-10μm) enables graded filtration: the exposed surface of the large end preferentially captures coarse particles such as sand, while the microporous structure adsorbs colloidal clay particles. When external water flows through the filter element, the spirally distributed pore group forms an axial pressure gradient on the tube wall, causing the water to migrate downstream along the spiral trajectory, preventing impurity accumulation caused by local overflow.

[0043] In this embodiment, the spiral pore layout disperses fluid impact stress and eliminates stress concentration at the ends of traditional linearly arranged pores; the tapered channel of the frustum filter element maintains a constant flow velocity, and the redundant design of the large-end cross-sectional area compensates for some flow loss during clogging; the pH stability of the diatomaceous earth material ensures that it maintains structural integrity in acidic leachate. Compared with the vertically perforated horizontal pipe 1, this solution extends the clogging cycle by more than five times under the same operating conditions.

[0044] In this embodiment, the helix angle of the pressure-reducing pores 11 matches the bending stiffness of the pipe, ensuring that the helix is ​​on the tensile side during pipe laying; the cone angle of the diatomaceous earth filter element is controlled within the range of 15-20 degrees, as too large an angle leads to a surge in flow velocity at the small end, while too small an angle weakens the filtration efficiency; the silicone sealant filling the gap between the filter element and the pores serves both bonding and buffering functions. The connection relationship between the components is as follows: the large end of the filter element is fixed to the outer surface of the pipe wall by hot melt adhesive, while the small end is freely suspended inside the pipe; the phase difference between adjacent helical pore groups is 90 degrees, forming four independent drainage units in four quadrants. This precise configuration enables the system to automatically balance the drainage load of each zone under uneven compaction conditions of slag, making it particularly suitable for sloping landfills with settlement differences exceeding 5%.

[0045] For the horizontal pipe 1, during installation, the pipe should be placed with the spiral pressure-reducing pore 11 distribution side facing upwards, ensuring the highest point of the spiral trajectory is located on the top axis of the pipe. Before installing the filter element, apply silicone sealant to the inner wall of the pressure-reducing pore 11. When the sealant is semi-cured, press the large end of the frustum-shaped diatomaceous earth filter element into the pore with the small end facing outwards, allowing it to hang naturally inside the pipe. The sealant is compressed and fills the gap between the filter element's conical surface and the pore wall, forming an elastic sealing layer after curing while allowing for thermal deformation and displacement. When connecting adjacent pipe sections with socket joints, the joint position should precisely avoid areas with dense spiral pores to prevent weakening the connection strength. After the pipe is in place, backfill with excavated soil and manually compact it to ensure that the large end of the filter element's water collection trough is exposed within the backfill.

[0046] During actual drainage, when seepage water contacts the exposed conical surface of the large end of the filter element, coarse particles are intercepted by the wide cross-section of the large end, and the water migrates to the small end through the microporous channels of the diatomaceous earth. The spirally distributed pore group forms an axial pressure gradient on the pipe wall, causing the water to flow downstream along the spiral trajectory on the outer surface of the pipe, preventing impurities from accumulating in local areas. During short-term high-flow impacts under heavy rain conditions, some unintercepted fine particles enter the pipe, but the spiral flow generates centrifugal force, causing the particles to settle to the bottom of the pipe, reducing the load on the small end of the filter element. After long-term operation, the diatomaceous earth micropores gradually become saturated. At this time, the impurity layer intercepted by the large end water collection tank forms a secondary filtration membrane, enhancing the capture capacity of colloidal particles.

[0047] Example 4 like Figure 4 As shown, in this embodiment, the core problems of the drainage system of the slope disposal site are solved by the synergistic effect of the retaining wall water-guiding ribs 61 and the settlement compensation unit 7: soil erosion caused by surface runoff and pipe misalignment caused by slag settlement. The water-guiding ribs 61 installed on the inner side of the retaining wall structure 6 are arranged radially, and their gap positions are precisely aligned with the pressure-reducing pores 11 on the wall of the horizontal pipe 1. The cross-section of the rib is trapezoidal, and the slope of the rib is consistent with the natural accumulation angle of the slag. The bottom end of the rib is embedded in the surface gravel 31 of the drainage seepage layer 3 to form an anchor. The settlement compensation unit 7 is a concrete column that vertically penetrates the entire seepage layer. The center line of the column coincides with the axis of the horizontal pipe 1 interface. An expansion joint 71 composed of inner and outer sleeves and a rubber layer is pre-installed inside the column. The outer sleeve is fixed to the top of the column, and the inner sleeve is connected to the horizontal pipe 1 interface through a universal joint.

[0048] In actual operation, when slope runoff impacts the retaining wall, the trapezoidal slope of the water-guiding rib 61 decomposes the water flow into a vertically downward component, guiding the water precisely to the pressure-reducing pore 11 area. After being filtered by the filter element, the water enters the horizontal pipe 1, preventing disorderly seepage and erosion of the surrounding soil. When uneven settlement occurs in the disposal site, the concrete column remains stable due to its deep penetration into the bearing layer, while the upper seepage layer settles with the slag. At this time, the rubber layer of the expansion joint 71 undergoes compression or tensile deformation, absorbing the displacement difference at the interface; the universal joint adjusts the pipe deflection angle, maintaining the continuity of the horizontal pipe 1. This dual protection mechanism controls soil erosion and ensures the structural stability of the pipeline system.

[0049] In this embodiment, the water-guiding rib plate 61 can convert surface runoff into effective drainage resources, reducing water waste; the concrete column acts as a rigid support to suppress the overall deformation of the seepage layer; and the combination of the expansion joint 71 and the universal joint provides three-dimensional displacement compensation capability.

[0050] In practice, the radial angle of the water-guiding rib plate 61 needs to be calculated and determined based on the pore distribution of the horizontal pipe 1, ensuring that each pore is located at the center of the gap between the two rib plates; the bottom of the concrete column is extended into a conical foundation to enhance pull-out resistance; the expansion joint 71 has a steel wire mesh sandwiched inside the rubber layer to restrict radial expansion. Starting from the construction of the retaining wall foundation, the foundation trench is first excavated at the slope toe and the concrete foundation is poured. During the construction of the retaining wall, the anchors of the water-guiding rib plate 61 are pre-embedded simultaneously. The rib plate installation uses a radial positioning template to ensure that the center line of the gap between each rib plate is precisely aligned with the axial coordinate of the pressure-reducing pore 11 of the horizontal pipe 1. The bottom end of the rib plate is embedded 30 cm deep into the surface gravel 31 of the laid seepage layer, and the embedded section is welded with steel bars to enhance pull-out resistance. Subsequently, a hole is drilled directly above the interface of the horizontal pipe 1 to the bearing layer, the steel cage is lowered, and the concrete column is poured. The flange is pre-embedded at the top of the column to fix the outer cylinder of the expansion joint 71. Before the initial setting of the concrete, the verticality of the column is adjusted, and the error is controlled within one-thousandth. Finally, the horizontal pipe 1 interface is connected to the inner cylinder of the expansion joint 71 through a universal joint, and the joint is wrapped with a geotextile buffer layer before backfilling with slag.

[0051] When rainwater runoff flows down the slope, the trapezoidal slope of the retaining wall's water-guiding ribs 61 guides the water flow, transforming the disordered overflow into a concentrated, vertically downward flow, precisely injecting it into the pressure-reducing pore 11 area corresponding to the rib gaps. After pretreatment by the filter cartridge, the water enters the horizontal pipe 1, preventing the surrounding soil from being washed away. When settlement occurs at the edge of the disposal site, the retaining wall shifts with the foundation settlement, but the concrete column remains stable due to its depth into the bearing layer. At this time, the rubber layer of the expansion joint 71 undergoes compression deformation to absorb the height difference, and the universal joint simultaneously deflects to adjust the pipe angle, maintaining the unobstructed flow of the horizontal pipe 1.

[0052] Example 5 This embodiment employs an axially equidistant, staggered arrangement of pressure-reducing pores. The pores are arranged in multiple parallel rows along the axial direction of the horizontal pipe, with adjacent rows staggered by half a spacing in the circumferential direction. On the same cross-section of the horizontal pipe, the pores are symmetrically arranged with the pipe center as the reference. Along the length of the pipe, the phase angle of the pore arrangement on adjacent cross-sections is rotated by a set angle, creating a staggered grid in the longitudinal projection. When seepage water contacts the pipe wall, the water flow generates cross-turbulence through the staggered pores, disrupting the laminar flow conditions for impurity deposition. The staggered layout disperses stress concentration points on the pipe wall, avoiding the continuous weak zones formed during settlement that occur with traditional straight-line arrangements. Under conditions of uneven compaction of slag and soil, this structure ensures a uniform distribution of the pipe's bending stiffness, significantly reducing the measured strain difference between the top and bottom of the pipe. During maintenance, the turbulent zone formed by the staggered pores can delay the uniform thickening of the filter cake on the filter element surface, extending the chemical cleaning cycle.

[0053] Example 6 In this embodiment, the pore density is differentiated based on the stress characteristics of the horizontal pipe in the slag: with the pipe top axis as the reference, the pore density decreases towards the pipe bottom. The high-density pore group at the top of the pipe accelerates the collection of seepage water from the upper layer, the medium-density pores in the middle of the pipe balance the flow load, and the low-density pores at the bottom of the pipe prevent backflow of bottom sediment. The radial density gradient of the pores matches the seepage pressure distribution of the slag. In the high-pressure zone at the top of the pipe, the increased number of pores reduces the local flow velocity, minimizing the risk of soil erosion. When the disposal site undergoes freeze-thaw cycles, the high-density pore group at the top of the pipe preferentially discharges meltwater, avoiding the accumulation of ice expansion pressure. Compared with a uniform density distribution, this structure improves the balance of circumferential drainage load under heavy rain conditions, and significantly reduces the peak circumferential stress in the middle of the pipe. The gradual density design also optimizes filter replacement efficiency; the high-density filter is miniaturized for easy disassembly, and the low-density filter reduces maintenance frequency.

Claims

1. A drainage component for a waste disposal site, characterized in that, include: Horizontal pipes are installed in the disposal area; Blind drain pipe, installed inside a blind drain; The horizontal pipe and the blind drain pipe are connected by a connecting well; the horizontal pipe is provided with an anti-expansion filter layer on the outside and pressure-reducing pores on the pipe wall; The anti-expansion filter layer includes a water-guiding gravel zone that is closely attached to the horizontal pipe. This zone is composed of angular gravel forming a non-uniform gap channel. The sharp edges of the angular gravel interlock to form a rigid skeleton. The non-uniform gap channel matches the pressure-reducing pore space, causing the water to generate turbulence in the gap channel and accelerate towards the pressure-reducing pore.

2. The drainage assembly according to claim 1, characterized in that, The anti-expansion filter layer comprises, from the inside out, a water-conducting gravel zone, a stress buffer zone, and a seepage-proof isolation zone.

3. The drainage assembly according to claim 2, characterized in that, The stress buffer zone is an elastic porous polymer layer with a porosity greater than that of the water-conducting gravel zone.

4. The drainage assembly according to claim 2, characterized in that, The seepage-proof isolation zone consists of two layers of permeable geotextile, with a bentonite waterproof blanket sandwiched between the two layers of geotextile.

5. The drainage assembly according to claim 1, characterized in that, The pressure-reducing pores are spirally distributed along the axial direction of the horizontal tube.

6. The drainage assembly according to claim 1, characterized in that, The pressure-reducing pores are embedded with a water-permeable filter element; the water-permeable filter element is a frustoconical diatomaceous earth component, with its large end facing outwards and its small end facing inwards.

7. The drainage assembly according to any one of claims 1-6, characterized in that, It also includes a drainage seepage layer with a layered, laminated, anti-expansion filter layer, the drainage seepage layer comprising: Alternating layers of permeable geotextile and crushed stone; The steel reinforcement protective structure located at the very bottom; The particle size of the gravel layer increases from top to bottom.

8. The drainage assembly according to claim 7, characterized in that, A mechanically interlocking interface is formed between the permeable geotextile layer and the crushed stone layer, and this interface contains a periodically distributed convex-groove structure.

9. The drainage assembly according to claim 7, characterized in that, Settlement compensation units are installed within the drainage seepage layer; The settlement compensation unit is a concrete column that vertically penetrates the crushed stone layer; an expansion joint is pre-installed inside the concrete column, and the position of the expansion joint is aligned with the horizontal pipe interface.

10. The drainage assembly according to claim 1, characterized in that, It also includes a retaining wall structure; the inner side of the retaining wall structure is provided with water guiding ribs, and the gap between the ribs corresponds to the position of the pressure reducing hole of the horizontal pipe.

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