A method for land reclamation construction using inert demolition material

Abstract

This application relates to the field of land reclamation technology, and more particularly to a land reclamation construction method using inert construction materials. The method involves first laying a bagged sand-filled cofferdam, then pumping out seawater from the cofferdam, followed by the sequential laying of a geomembrane, a bearing layer, a gabion drainage net, a drainage cushion layer, and vertical drainage boards, forming a coupled vertical and horizontal drainage system. Above the bearing layer, three layers of magnetically connected through-lay reverse osmosis membranes and annular reverse osmosis membranes adapted to the collection wells are alternately laid, forming a reverse osmosis sealing layer capable of intercepting salt. Finally, inert construction materials are filled in layers, and construction is completed through staged preloading. This application overcomes the water level limitations of inert construction materials in land reclamation, the coupled drainage system shortens the consolidation period of soft soil foundations, the offshore operation platform can control the positioning deviation of the bagged sand laying, it enables large-scale disposal of construction waste, effectively shortens the construction period, improves the sealing reliability of the cofferdam, and reduces the safety risks of offshore operations.

Description

Technical Field

[0001] This application relates to the field of land reclamation technology, and in particular to a land reclamation construction method using inert demolition and construction materials. Background Technology

[0002] With the acceleration of urban renewal, the total amount of construction waste generated from urban demolition and construction continues to rise. Among this waste, components with stable physical and chemical properties under natural conditions, such as concrete blocks, red bricks, ceramic tiles, and glass, account for more than 60%, collectively referred to as inert demolition and construction materials. In recent years, the land reclamation field has gradually begun to explore the use of inert demolition and construction materials as land reclamation fillers. This not only achieves large-scale disposal of bulk solid waste but also alleviates the supply and demand gap of traditional high-quality land reclamation fillers such as sea sand and manufactured sand to some extent. However, due to the inherent properties of the materials, the internal pores of inert components such as concrete and bricks easily adsorb and accumulate soluble salts from seawater. As the groundwater level fluctuates periodically due to tides, soluble salts from seawater can seep into the interior of inert demolition and construction materials through seepage paths. Under the alternating wet and dry conditions, the salts continuously concentrate and crystallize. The expansion stress generated by crystal growth gradually causes the material to crack and pulverize, ultimately leading to long-term deterioration of the filler's mechanical properties and directly threatening the operational safety and design service life of the superstructure. Based on the aforementioned risks, in current marine reclamation engineering practices, inert demolition materials are only permitted to be used in non-submerged areas above the design high tide line. Reclamation construction below the waterline still requires the use of conventional fillers such as sea sand and manufactured sand that are resistant to seawater erosion. This results in a very limited scale of solid waste disposal for inert demolition materials in reclamation projects. At the same time, the extensive use of high-cost sand and soil fillers directly increases the overall cost of reclamation projects.

[0003] The content described in this section is only for the purpose of helping to understand the technical background of this application and does not necessarily constitute disclosed prior art. Summary of the Invention

[0004] To overcome the problems existing in related technologies, this application provides a land reclamation construction method using inert demolition and construction materials, which can break through the water level application limitations of inert demolition and construction materials in land reclamation, realize the large-scale disposal of demolition and construction solid waste, effectively shorten the construction cycle, improve the sealing reliability of cofferdams, and reduce the safety risks of offshore operations.

[0005] This application provides a land reclamation construction method using inert demolition and reconstruction materials, comprising the following steps: S1. A cofferdam is formed by piling up bagged sand. After the seawater inside the cofferdam is pumped out, a waterproof membrane is first laid on the inner wall of the cofferdam, and then a bearing layer is laid on the land surface inside the cofferdam. S2. Lay crisscrossing gabion cages on the bearing layer. Drainage connection joints are provided at all the intersections of the gabion cages. The drainage connection joints are connected to the vertically extending water collection well pipe. S3. Lay a drainage pad layer covering the gabion stone cage on the bearing layer, insert vertical drainage boards to the design depth, and then lay a leveling pad layer on the surface of the drainage pad layer. S4. Laying a reverse osmosis layer, the reverse osmosis layer comprising three layers of continuously laid reverse osmosis membrane and an annular reverse osmosis membrane stacked sequentially, with two annular reverse osmosis membranes corresponding to each water collection well pipe. The annular reverse osmosis membranes are sleeved on the outer periphery of the water collection well pipe, and each annular reverse osmosis membrane is sandwiched between two adjacent layers of continuously laid reverse osmosis membranes; the inner periphery of the annular reverse osmosis membrane is sealed to the outer wall of the water collection well pipe. S5. Lay a protective layer on the surface of the reverse osmosis layer, and then lay inert demolition and construction materials by layer-by-layer loading and synchronous vibration rolling until the material is piled up to the preset design elevation.

[0006] In some implementations, in step S1, the piling operation of the bagged blown sand is completed by an offshore platform; The offshore operation platform includes a floating rectangular frame, a limiting rod, a sand pump pipe, a sand conveying device, a first winch, a second winch, and a support shaft; The floating rectangular frame has vertical through holes at its four corners. The limiting rod can be movably inserted into the holes. In the working state, the lower end of the limiting rod is inserted into the seabed to the design depth. There are two of each of the first and second winches, with the two first winches located at opposite ends of the length of the floating rectangular frame. The floating rectangular frame is provided with tracks on both sides along its width direction, the tracks extend along the length direction of the floating rectangular frame, and bag-laying rollers are slidably mounted in the tracks. Each end of the bag-laying roller is connected to a first traction steel rope, and the first traction steel ropes are respectively wound around a first winch. The number of support shafts is two, which are arranged back and forth at intervals along the length of the floating rectangular frame and extend along the width of the floating rectangular frame. The support shafts are rotatably mounted on the top of the floating rectangular frame. Each support shaft is connected to a second traction steel rope, which is wound around a second winch. Multiple bag-hanging steel ropes are wound around the circumference of the support shaft. The end of each bag-hanging steel rope is equipped with an iron hook with an electromagnetic release device. The iron hook can be detachably hooked to the limiting ring of the sandbag to be laid. An RTK-GPS positioning device is also installed on the top of the floating rectangular frame; The sandbags to be laid are equipped with filling sleeves at the center and four corners; The sand conveying device is fixed on a floating rectangular frame, and its discharge end is connected to the inlet end of the sand pump pipe. The discharge end of the sand pump pipe can be inserted into the filling sleeve.

[0007] In some embodiments, the stockpiling operation of the bagged blown sand specifically includes the following steps: S11. After completing the survey and layout of the cofferdam construction area, roll the sandbags to be laid around the sandbag laying roller and tie it up. Then, assemble the sandbag laying roller with the sandbags rolled up into the tracks on both sides of the floating rectangular frame. S12. The floating rectangular frame is towed to the pre-set construction area by a towing vessel. After positioning is completed using an RTK-GPS positioning device, the limiting rod is inserted into the seabed along the insertion hole to the design depth to fix the horizontal position of the floating rectangular frame. S13. Unwrap the rope binding the sandbag and hook the iron hook on the front support shaft of the floating rectangular frame to the limiting ring at the front of the sandbag. S14. Simultaneously start the two first winches to pull the bag-laying rollers to slide at a constant speed along the track to the rear end of the floating rectangular frame, and gradually unwind the rolled sandbags. S15. After the bag-laying roller slides to the rear end of the track, the iron hook on the rear support shaft of the floating rectangular frame is attached to the limiting ring at the rear end of the sandbag. S16. Control the two second winches to synchronously wind up the steel rope of the hanging bag, to horizontally tension the sandbag, and adjust the position of the sandbag to align it with the central axis of the floating rectangular frame. S17. Connect the sand pump pipe to the center filling sleeve of the sandbag. First, pump in clean water to fill the sandbag so that the bag is fully expanded without wrinkles. Then, pump in medium-coarse sand, which accounts for 40% of the designed filling amount of a single sandbag. After binding and sealing the center filling sleeve, connect the filling sleeves at the four corners of the sandbag in sequence. Pump in medium-coarse sand, which accounts for 15% of the designed filling amount of a single sandbag, at each filling sleeve. After completion, bind and seal the corresponding filling sleeve. S18. Control the two second winches to unwind the bag hanging steel rope synchronously at the same speed, and lower the filled sandbag at a uniform speed. S19. After the sandbag is lowered to the designed position on the seabed, the electromagnetic unhooking device of the iron hook is triggered to release the attachment and complete the laying operation of a single sandbag. S20. Pull out the limit rod and repeat steps S13 to S19 until all bagged sand is laid underwater in the cofferdam.

[0008] In some embodiments, in step S1, the geomembrane is spliced ​​together from several HDPE geomembranes with a thickness of 1.5mm, the overlap width of adjacent HDPE geomembranes is ≥200mm, and the overlap is sealed by hot-melt welding.

[0009] In some embodiments, in step S1, the supporting layer comprises a woven fabric and a first geomat laid sequentially from bottom to top; the woven fabric has a basis weight of 200 g / m². 2The first geomat is 5cm thick and is made up of several three-dimensional geonets with a width of 2000mm that are overlapped in sequence. The two sides of the three-dimensional geonets are covered with non-woven fabric, and the overlaps of adjacent three-dimensional geonets are fixed by cable ties.

[0010] In some embodiments, in step S2, the gabion cage includes a plurality of evenly distributed first gabion cages, second gabion cages and third gabion cages, the first gabion cages extend longitudinally, the second gabion cages extend laterally, and the intersection of the first gabion cages and the second gabion cages is connected through the third gabion cage. The drainage connection joint is buried inside the third gabion.

[0011] In some embodiments, the length, width, and height of the first gabion are 2m, 0.4m, and 0.4m, respectively, and the horizontal spacing between adjacent first gabions is 100m. The length, width, and height of the second gabion are 2m, 0.3m, and 0.3m, respectively, and the longitudinal spacing between adjacent second gabions is 50m. The third gabion has two first ends and two second ends. The first ends are adapted to the cross-sectional dimensions of the first gabion, and the second ends are adapted to the cross-sectional dimensions of the second gabion. The two first ends are respectively connected to the adjacent longitudinal first gabion, and the two second ends are respectively connected to the adjacent transverse second gabion.

[0012] In some embodiments, the drainage connection joint is a precast concrete pipe with a diameter of 300mm and a length of 1000mm. The length of the drainage connection joint embedded in the third gabion is 600mm. The outer wall of the water inlet end of the drainage connection joint is wrapped with a reverse filter geotextile, and the drainage connection joint is filled with a 300mm thick layer of reverse filter medium-coarse sand.

[0013] In some embodiments, in step S3, the thickness of the drainage pad is 1m, and the filler is graded medium-coarse sand; the thickness of the leveling pad is 30cm, and the filler is graded fine sand.

[0014] In some embodiments, in step S5, the protective layer is a second geomat; both the through-laid reverse osmosis membrane and the annular reverse osmosis membrane are flexible flat plate structures; the annular reverse osmosis membrane is sealed to the water collection well pipe through a rubber sealing ring; the outer ring of the annular reverse osmosis membrane is uniformly provided with a plurality of first magnetic attracting elements along the circumferential direction; and the through-laid reverse osmosis membrane is provided with a second magnetic attracting element that is magnetically connected to the first magnetic attracting elements. The continuous reverse osmosis membrane is composed of several strip-shaped reverse osmosis membranes. Each strip-shaped reverse osmosis membrane is provided with a third magnetic attraction element on its four sides, and adjacent strip-shaped reverse osmosis membranes are magnetically connected through the third magnetic attraction element.

[0015] As can be seen from the above, the land reclamation construction method using inert demolition and construction materials provided in this application breaks through the technical limitations of traditional land reclamation processes and has significant advantages in terms of solid waste resource utilization, construction efficiency, project quality and safety management. The specific beneficial effects are as follows: (1) By using the salt retention effect of the reverse osmosis layer structure, the application barrier that inert demolition and construction materials can only be filled above the high tide line is broken, which greatly increases the scale of demolition and construction solid waste disposal in land reclamation projects, effectively reduces the consumption of traditional sand and gravel fillers, and has the dual benefits of solid waste disposal and project cost reduction, which is in line with the development direction of green and low-carbon projects.

[0016] (2) The coupled drainage path formed by the vertical drainage board and the horizontal drainage net of the gabion can accelerate the discharge rate of pore water in the soft soil foundation, effectively shorten the consolidation time of the soft soil foundation, and avoid the risk of surcharge instability caused by excessive pore water pressure. It can realize the land development conditions in advance and improve the overall construction efficiency of the reclamation project.

[0017] (3) The mechanized sandbag laying process of the offshore operation platform effectively reduces the impact of wave disturbance on the sandbag laying accuracy, reduces the risk of hollowing and cracking of the cofferdam anti-seepage membrane, and greatly improves the sealing reliability of the cofferdam; the magnetic splicing structure of the reverse osmosis layer ensures the long-term effectiveness of the anti-seepage seal, avoids the structural deterioration caused by salt intrusion into the filler, ensures the long-term stability of the land reclamation foundation, and avoids the safety hazard of falling into the water caused by wave impact, reducing the difficulty of safety management in offshore construction. Attached Figure Description

[0018] The above and other objects, features and advantages of this application will become more apparent from the more detailed description of exemplary embodiments thereof in conjunction with the accompanying drawings, wherein the same reference numerals generally represent the same components in the exemplary embodiments thereof.

[0019] Figure 1 This is a schematic diagram illustrating the layout of the cofferdam and impermeable membrane in an embodiment of this application; Figure 2 This is a schematic diagram illustrating the layout of the load-bearing layer in an embodiment of this application; Figure 3 This is a schematic diagram illustrating the layout of gabion stone cages, drainage connection joints, water collection well pipes, vertical drainage boards, and drainage mats in an embodiment of this application. Figure 4 This is a schematic diagram illustrating the layout of the leveling pad layer in an embodiment of this application; Figure 5This is a schematic diagram illustrating the layout of the through-type reverse osmosis membrane and the annular reverse osmosis membrane in an embodiment of this application; Figure 6 This is a schematic diagram illustrating the layout of inert demolition and construction materials in an embodiment of this application; Figure 7 This is a schematic diagram illustrating the layout of gabion cages within a cofferdam, as shown in the embodiments of this application. Figure 8 This is a schematic diagram of the structure of a gabion cage shown in an embodiment of this application; Figure 9 This is a schematic diagram of the structure of a through-type reverse osmosis membrane and an annular reverse osmosis membrane shown in the embodiments of this application; Figure 10 This is a schematic diagram of the structure of the water collection well pipe shown in the embodiments of this application; Figure 11 This is a schematic diagram of the structure of an offshore operating platform shown in an embodiment of this application; Figure 12 This is another structural schematic diagram of the offshore operating platform shown in the embodiments of this application.

[0020] 1. Cofferdam; 2. Impermeable membrane; 3. Bearing layer; 4. Gabion cage; 41. First gabion cage; 42. Second gabion cage; 43. Third gabion cage; 5. Drainage connection joint; 6. Water collection well pipe; 7. Drainage cushion layer; 8. Vertical drainage board; 9. Leveling cushion layer; 10. Reverse osmosis layer; 10a. Continuous reverse osmosis membrane; 10b. Annular reverse osmosis membrane; 11. Protective layer; 12. Inert dismantling and construction materials; 100. Offshore operating platform; 1000. Floating rectangular frame; 1000a. Insertion hole; 1001. Sand pump pipe; 1002. First winch; 1003. Second winch; 1004. Support shaft; 1005. Track; 1006. Bag-laying roller; 1007. Bag-hanging steel rope; 1008. RTK-GPS positioning device; 101. Sandbag; 102. Tractor. Detailed Implementation

[0021] Preferred embodiments of the present application will now be described in more detail with reference to the accompanying drawings. While preferred embodiments of the present application are shown in the drawings, it should be understood that the present application may be implemented in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided to make the present application more thorough and complete, and to fully convey the scope of the present application to those skilled in the art.

[0022] The terminology used in this application is for the purpose of describing particular embodiments only and is not intended to be limiting of the application. The singular forms “a,” “the,” and “the” used in this application and the appended claims are also intended to include the plural forms unless the context clearly indicates otherwise. It should also be understood that the term “and / or” as used herein refers to and includes any or all possible combinations of one or more of the associated listed items.

[0023] It should be understood that although the terms "first," "second," "third," etc., may be used in this application to describe various information, this information should not be limited to these terms. These terms are only used to distinguish information of the same type from one another. For example, without departing from the scope of this application, first information may also be referred to as second information, and similarly, second information may also be referred to as first information. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this application, "multiple" means two or more, unless otherwise explicitly specified.

[0024] Example 1 See Figures 1 to 10 The land reclamation construction method proposed in this application uses inert demolition and construction material 12 as land reclamation filler. The inert demolition and construction material 12 includes concrete blocks, red bricks, ceramic tiles, glass blocks, etc. generated from demolition and construction. The construction method includes the following steps: S1. A cofferdam 1 is formed by piling up bagged sand. After the seawater inside the cofferdam 1 is pumped out, a waterproof membrane 2 is first laid on the inner wall of the cofferdam 1, and then a bearing layer 3 is laid on the land surface inside the cofferdam 1. S2. A crisscrossing gabion cage 4 is laid on the bearing layer 3. Drainage connection joints 5 are provided at all the intersections of the gabion cage 4. The drainage connection joints 5 are connected to the vertically extending water collection well pipe 6. S3. Lay a drainage pad 7 covering the gabion stone cage 4 on the bearing layer 3, insert vertical drainage boards 8 to the design depth, and then lay a leveling pad 9 on the surface of the drainage pad 7. S4. Laying the reverse osmosis layer 10, the reverse osmosis layer 10 includes three layers of continuously laid reverse osmosis membrane 10a and annular reverse osmosis membrane 10b stacked in sequence. Each water collection well pipe 6 is provided with two annular reverse osmosis membranes 10b. The annular reverse osmosis membranes 10b are sleeved on the outer periphery of the water collection well pipe 6, and each annular reverse osmosis membrane 10b is sandwiched between two adjacent layers of continuously laid reverse osmosis membrane 10a. The inner periphery of the annular reverse osmosis membrane 10b is sealed to the outer wall of the water collection well pipe 6. S5. A protective layer 11 is laid on the surface of the reverse osmosis layer 10, and then inert demolition and construction materials 12 are laid by layer-by-layer loading and pre-compression and synchronous vibration rolling until the preset design elevation is reached.

[0025] Step S1 is used to construct a temporary cofferdam 1. Sandbags 101 are used to enclose the land area of ​​the reclamation project within the construction sea area. During construction, the sandbags 101 are stacked according to a preset slope to form the cofferdam body. Once the cofferdam 1 is formed and stable, the seawater inside the cofferdam 1 can be pumped out to the outer sea area. After the seawater in the cofferdam 1 is pumped out and a dry working environment is created, construction personnel can enter the site to lay the geomembrane 2. During the operation, the geomembrane 2 is rolled down from the top of the cofferdam 1. The geomembrane 2 can be a 1.5mm thick HDPE geomembrane. The geomembrane 2 extends at an overlap length greater than 3m towards the top of the cofferdam 1 and the land surface inside the cofferdam 1. The overlap width of adjacent HDPE geomembranes is greater than 200mm. After the geomembrane 2 is laid in place, a hot-melt welding machine is used to melt and weld the overlap sections, connecting all the geomembranes 2 into a single sealed structure.

[0026] After sealing the cofferdam 1 with the impermeable membrane 2, a bearing layer 3 can be laid on the land surface inside the cofferdam 1. This bearing layer 3 provides overall support for subsequent personnel, machinery operations, and the laying of the subgrade, preventing local subsidence. When laying the bearing layer 3, construction workers can use lightweight floating rafts to lay a 200g / m² weight layer on the bottom surface of the land inside the cofferdam 1. 2 The woven fabric is used to isolate the bottom silt, preventing it from rising and contaminating the upper layer. After laying the woven fabric, a first geomat with a thickness of 5cm can be laid on top. The first geomat is composed of several 2000mm wide three-dimensional geonets stacked one on top of the first geomat. Both sides of the three-dimensional geonets are laminated with non-woven fabric. This structure of the first geomat allows groundwater to permeate, enabling seawater to enter the upper layer. When laying the first geomat, adjacent first geomats can be connected by binding with thin iron wire or plastic cable ties, with a cable tie spacing of 40cm.

[0027] Steps S2 and S3 are used to lay out the drainage structure, which consists of a horizontal drainage network formed by gabion cages 4, a vertical drainage network formed by vertical drainage boards 8, a drainage cushion layer 7, and a leveling cushion layer 9. Among them, the gabion cages 4 adopt a modular prefabrication and assembly process. The first gabion cage 41, the second gabion cage 42, and the third gabion cage 43 are all prefabricated in the prefabrication yard on the shore. During the construction stage, only on-site hoisting and splicing are required. The first gabion 41 and the second gabion 42 are each 2m long. The width and height of the first gabion 41 are both 40cm (i.e., the cross-sectional dimensions are both 40cm×40cm). The lateral spacing between adjacent first gabions 41 is 100m. The first gabion 41 and the third gabion 43 are connected to form a main drainage ditch. The width and height of the second gabion 42 are both 30cm (i.e., the cross-sectional dimensions are both 30cm×30cm). The longitudinal spacing between adjacent second gabions 42 is 50m. The second gabion 42 and the third gabion 43 are connected to form a branch drainage ditch. The first gabion 41 and the second gabion 42, which are intersecting longitudinally and laterally, can be tied and fixed to the third gabion 43 with galvanized iron wire. The connected first gabion 41, the second gabion 42 and the third gabion 43 form a horizontal drainage channel network.

[0028] In this embodiment, the third gabion 43 has a cross-shaped structure, and the cross-sectional dimensions of the four ends are respectively matched with the cross-sectional dimensions of the first gabion 41 and the second gabion 42 that are connected to it. The height of the middle area of ​​the third gabion 43 is 600~800mm. The drainage connection joint 5 is embedded in the middle area of ​​the third gabion 43. The drainage connection joint 5 can be a precast concrete pipe. When the drainage connection joint 5 is connected to the water collection well pipe 6, a rubber sealing ring and pipe clamp can be used to achieve a sealed connection. The height of the top of the water collection well pipe 6 is equal to or slightly higher than the top surface of the final inertial construction material 12 filling layer by 10~20cm, so as to facilitate the pumping operation during the surcharge preloading stage. The diameter and length of the precast concrete pipe can be flexibly adjusted according to the actual needs of the project. In a typical implementation, the diameter of the precast concrete pipe can be set to 300mm and the length to 1000mm, of which 600mm is embedded inside the third gabion 43, and the remaining 400mm extends upward to connect to the vertical collection well pipe 6. To prevent the collection well pipe 6 from becoming clogged, the outer wall of the inlet end of the drainage connection joint 5 is wrapped with a reverse filter geotextile. The drainage connection joint 5 is filled with a 300mm thick layer of medium-coarse sand to prevent extremely fine particles such as clay from flowing into the collection well pipe 6. In addition, to prevent sand particles from the cushion layer from entering the pores of the crushed stone inside the gabion 4 and causing blockage, and to ensure the long-term permeability of the drainage passage, the entire surface of the gabion 4 is covered with a reverse filter geotextile. The geotextile is laid along the inner wall of the drainage connection joint 5, and an additional layer of reverse filter geotextile is added to the outer surface of the drainage connection joint 5.

[0029] In step S3, a drainage pad 7 covering the gabion 4 is laid on the bearing layer 3. After inserting vertical drainage boards 8 to the designed depth, a leveling pad 9 is laid on the surface of the drainage pad 7. Specifically, a drainage pad 7 with a thickness of 1m is laid on top of the first geotextile pad, and the filling material of the drainage pad 7 is graded medium-coarse sand. The vertical drainage boards 8 are type B or type C virgin material vertical drainage boards 8, arranged in a square with a spacing of 1m, and the board heads protruding from the top surface of the drainage pad 7 by no less than 20cm. A leveling pad 9 with a thickness of 30cm is laid on top of the drainage pad 7. The filling material of the leveling pad 9 is graded fine sand. The graded fine sand particles have a high degree of roundness, which can not only prevent the sharp aggregates below from piercing the reverse osmosis membrane, but also avoid the sharp edges of the particles themselves from damaging the membrane material, ensuring the sealing integrity of the reverse osmosis layer.

[0030] In this step, the groundwater discharged from the soft foundation consolidation flows into the drainage cushion layer 7 through the vertical drainage board 8, and together with the seawater seeping into the cushion layer area, flows into the water collection well pipe 6 along the drainage channel of the gabion 4. During the ebb and flow of the tide, the water pressure in the cushion layer structure changes synchronously with the external seawater level, and the water level in the water collection well pipe 6 is adaptively adjusted to maintain the water pressure balance between the cushion layer area and the external sea area. Only a very small amount of water molecules driven by osmotic pressure can enter the filling area through the upper reverse osmosis structure. The soluble salts in the seawater are intercepted by the reverse osmosis structure, avoiding direct contact between the inert demolition materials 12 and the saline seawater.

[0031] In this step, by setting up a drainage structure, the vertical drainage board 8 is inserted into the original seabed of the reclaimed area with high water content and high compressibility, forming a continuous vertical drainage channel. Under the pressure of the inert construction material 12 above, the pore water inside the soft soil can be quickly discharged upward along the vertical drainage board 8, significantly shortening the consolidation period of the soft foundation, completing most of the settlement deformation in advance, and effectively reducing the risk of post-construction settlement after land formation. After the pore water flows upward along the vertical drainage board 8 into the drainage cushion layer 7, it can quickly flow into the collection well pipe 6 along the drainage net composed of gabion stones 4 and be pumped out to the open sea. This avoids the long-term accumulation of pore water in the cushion layer area, which would cause excessive water pressure to rupture the upper reverse osmosis membrane. At the same time, it also prevents the salt-containing pore water in the soft soil from seeping upward and eroding the inert construction material 12, ensuring the long-term structural stability of the inert filler. In addition, during the staged loading process, the vertical drainage board 8 can quickly release the excess pore water pressure inside the soft soil, preventing excessive pore water pressure in the soft soil during loading from causing shear instability, slippage and collapse, thus ensuring the construction safety of the loading operation.

[0032] Step S4 is the laying process of the reverse osmosis layer 10. During the laying operation, the bottom layer of the continuous reverse osmosis membrane 10a is laid first, and the first annular reverse osmosis membrane 10b is laid at the corresponding positions of each water collection well. Then, the middle layer of continuous reverse osmosis membrane 10a, the second annular reverse osmosis membrane 10b, and the top layer of continuous reverse osmosis membrane 10a are laid in sequence. In specific implementation, the continuous reverse osmosis membrane 10a and the annular reverse osmosis membrane 10b can be corrosion-resistant semi-permeable flat sheet membrane components. The core function is to allow unidirectional permeation of freshwater generated by soft foundation consolidation, intercept soluble salt ions such as Na+ and Cl- in seawater, and prevent saline seawater from intruding into the upper inert dismantling material layer 12, avoiding salt crystallization expansion that damages the packing structure. The membrane body of the continuous reverse osmosis membrane 10a and the annular reverse osmosis membrane 10b is a polyamide (PA) composite reverse osmosis membrane sheet, and the base layer is 100g / m². 2 The polyester nonwoven fabric support layer is coated with a 20μm thick polytetrafluoroethylene (PTFE) corrosion-resistant coating, with an overall thickness of 1.2mm.

[0033] The continuous reverse osmosis membrane 10a is the main component for large-area reverse osmosis sealing, with a standard size of 10m long × 1.5m wide. A third magnetic element is pre-embedded inside each of the four sides of the continuous reverse osmosis membrane 10a. This third magnetic element is a neodymium iron boron strong magnet encapsulated with a TPU waterproof layer, with one magnet arranged every 30cm along the sides. A 10mm wide water-swellable sealing strip can be pre-adheded to the adsorption and bonding surface. After adsorption, the sealing strip automatically expands upon contact with water to fill the joint gaps, preventing salt from seeping through. During installation, the laying directions of adjacent continuous reverse osmosis membrane 10a layers are perpendicular to each other, and the joints of the same layer and the joints of the upper and lower layers should be staggered by ≥50cm to avoid the formation of through-flow permeation channels.

[0034] The annular reverse osmosis membrane 10b is an annular flat plate adapted to the collecting well pipe 6. Its inner diameter is 5mm larger than the outer diameter of the collecting well pipe 6 (for example, for a collecting well with a pipe diameter of 300mm, the inner diameter of the annular reverse osmosis membrane 10b is 305mm), and its outer diameter is 1.2m. Its thickness is the same as that of the continuous reverse osmosis membrane 10a. The inner ring surface of the annular reverse osmosis membrane 10b is fitted with two nitrile rubber sealing rings, which form a double-layer radial seal after being fitted onto the outer wall of the collecting well pipe 6 to prevent salt-containing water from seeping up along the gaps in the pipe wall. Every 30cm along the circumference of the outer ring, there is a first magnetic attraction element with the same parameters as the continuous reverse osmosis membrane 10a, which is aligned and adsorbed with the corresponding second magnetic attraction element of the surrounding continuous reverse osmosis membrane 10a.

[0035] Step S5 is the filling process of inert demolition and construction material 12. The second geomat is laid on the reverse osmosis layer 10 to isolate the reverse osmosis membrane from the upper inert demolition and construction material 12, prevent sharp fillers from puncturing the reverse osmosis layer 10, and prevent filler particles from clogging the pores of the reverse osmosis layer 10. The material of the second geomat is the same as that of the first geomat. Adjacent second geomats are connected by plastic cable ties with a cable tie spacing of 40cm. The joints of the cable ties must be bent upwards to avoid protruding downwards and puncturing the reverse osmosis membrane. The inertial construction material is filled in 12 layers, with each layer having a loose thickness of no more than 0.4m. After the loose layer is laid, it is rough leveled once with a bulldozer, statically compacted once with a 26t single-drum vibratory roller, finely leveled once with a grader, and then vibrated and compacted again with a 26t single-drum vibratory roller. One settlement observation point is set up every 400㎡. The elevation of each point before and after compaction is measured with a level. When the settlement difference after two consecutive compactions does not exceed 5mm, the compaction degree of the area is qualified. For areas that are not qualified, the number of compaction passes or the excitation power is increased until the settlement difference requirement is met. When using graded surcharge filling of inert demolition and construction materials 12, the total surcharge is determined according to the design documents. The total surcharge can be divided into 3 to 5 levels for progressive loading, with each level loading 20% ​​to 40% of the total surcharge. Each level of loading is completed within 3 days. After each level of loading is completed, loading is suspended, and surface subsidence is monitored in real time. When the subsidence rate is less than 5 mm / d, the next level of loading is carried out. During the loading process, the groundwater generated by the drainage and consolidation of the soft foundation is collected in the water collection well pipe 6 and pumped to the external sea area using a submersible pump.

[0036] Furthermore, for every 3m increase in the height of the inert demolition and construction material 12, a 25KJ three-deformation impact roller is used to reinforce the filled area. The impact roller travels at a speed of 12~15km / h. When the settlement difference after two consecutive impact compactions does not exceed 3mm, the impact reinforcement operation is completed.

[0037] Furthermore, after the surcharge preloading is completed, if an overload preloading scheme is adopted, the upper surcharge material can be unloaded first, and then the surface of the foundation can be vibrated and compacted to level it. After the site elevation and bearing capacity meet the design requirements, the construction is completed.

[0038] Example 2 In offshore reclamation projects, if temporary floating rafts and manual bag laying are used for the construction of the bagged sand cofferdam 1, the sandbags 101 are prone to displacement during the laying process due to wave and current disturbances, easily leading to misalignment. This results in numerous voids between the subsequently laid geomembrane 2 and the sandbags. After the subsequent land reclamation, the geomembrane 2 stretches and deforms, causing it to rupture and allowing seawater to seep in, affecting project safety. Furthermore, the flattening process of the sandbags 101 requires construction personnel to work directly on the floating rafts near the water, increasing the risk of personnel falling into the water under wave impact, posing a significant safety hazard. To address these issues, this application also designs a corresponding structure. In step S1, the bagged sand filling operation is completed via an offshore work platform 100. The offshore operation platform 100 includes a floating rectangular frame 1000, a limiting rod, a sand pumping pipe 1001, a sand conveying device, a first winch 1002, a second winch 1003, and a support shaft 1004. The floating rectangular frame 1000 has vertically penetrating insertion holes 1000a at its four corners. The limiting rod can be movably inserted into the insertion holes 1000a. In the working state, the lower end of the limiting rod is inserted into the seabed to the design depth. There are two of each of the first winch 1002 and the second winch 1003. The two first winches 1002 are respectively located at both ends of the length direction of the floating rectangular frame 1000. The floating rectangular frame 1000 is provided with rails 1005 on both sides along its width direction. The rails 1005 extend along the length direction of the floating rectangular frame 1000. A bag-laying roller 1006 is slidably assembled in the rails 1005. Each end of the bag-laying roller 1006 is connected to a first traction steel rope. The first traction steel ropes are respectively wound around a first winch 1002. There are two support shafts 1004, which are arranged at intervals along the length of the floating rectangular frame 1000 and extend along the width of the floating rectangular frame 1000. The support shafts 1004 are rotatably mounted on the top of the floating rectangular frame 1000. Each support shaft 1004 is connected to a second traction steel rope, which is wound around a second winch 1003. Multiple bag-hanging steel ropes 1007 are wound around the circumference of the support shafts 1004. The end of each bag-hanging steel rope 1007 is equipped with an iron hook with an electromagnetic release device. The iron hook can be detachably hooked to the limiting ring of the sandbag 101 to be laid. The top of the floating rectangular frame 1000 is also equipped with an RTK-GPS positioning device 1008; The sandbags 101 to be laid are provided with filling sleeves at the center and four corners; The sand conveying device is fixed on the floating rectangular frame 1000, and its discharge end is connected to the inlet end of the sand pump pipe 1001. The discharge end of the sand pump pipe 1001 can be inserted into the filling sleeve.

[0039] like Figure 11 and Figure 12As shown, the floating rectangular frame 1000 is welded from Q235 square steel, with its internal cavity filled with closed-cell foam board, or high-density polyethylene floats mounted on the outside of the frame to provide static buoyancy for the platform. To ensure sufficient operating space for the sandbag 101 deployment, the internal clearance of the floating rectangular frame 1000 must be larger than the maximum size of the sandbag 101 to be deployed, with the internal length being at least 60cm longer than the maximum length of the sandbag 101 and the internal width being at least 40cm wider than the maximum width of the sandbag 101.

[0040] In this embodiment, to improve the platform's wave resistance stability, four independently sealed ballast water tanks can be welded to the bottom of the floating rectangular frame 1000, each with a volume of 0.5~0.8m³. 3 The ballast water tank is equipped with an inlet valve and an outlet valve at the top, and an outlet valve at the bottom. The inlet and outlet valves are connected to a self-priming pump on the accompanying barge via a water supply hose. During operation, the amount of water added to the ballast water tank can be adjusted according to the tide level. If the tide level is below 0.5m, the water in the ballast water tank must be drained to ensure that the platform's draft is controlled within 0.3m to prevent the bottom of the frame from scraping against the seabed. If the tide level is above 2m, the corresponding amount of water is added to the ballast water tank to increase the platform's weight, lower the center of gravity, reduce the platform's sway caused by wave surges, and ensure that the top surface of the platform is always 0.8~1.2m above the water level of the working surface.

[0041] In this embodiment, to facilitate the movement of construction personnel on the offshore work platform 100, the top surface of the floating rectangular frame 1000 can be covered with anti-slip patterned steel plates to form a walking passage for construction personnel.

[0042] In this embodiment, the limiting rod can be selected from a seamless steel pipe with a diameter of 50mm according to the platform load, and it is movably inserted into the insertion hole 1000a; in the working state, the lower end of the limiting rod is inserted into the seabed to the design depth to fix the platform's planar position.

[0043] Furthermore, to facilitate construction operations, the limiting rod is provided with several through pin holes at equal intervals along the vertical direction, for inserting steel pins. Under normal towing and relocation conditions, the limiting rod is inserted into the insertion hole 1000a, with its lower end not inserted into the seabed. It is engaged with the top surface of the floating rectangular frame 1000 by the through pins, allowing the limiting rod to move synchronously with the floating rectangular frame 1000 without repeated insertion and removal. In the positioning and limiting state, the pin in the current pin hole is pulled out, and the limiting rod sinks to the seabed surface by gravity. Then, a construction hammer is used to hammer it into the seabed to the design depth. After the limiting rod is axially fixed, the corresponding pin is inserted, so that the pin abuts against the top surface of the floating rectangular frame 1000, restricting the vertical displacement of the platform and preventing the platform from floating and detaching from the limiting rod under the impact of waves. When relocating and removing the rod, the limiting rod is pulled out by pulling upwards through the fixed pulley assembly installed on the floating rectangular frame 1000 connected to the top lug of the limiting rod. The operation is convenient and efficient.

[0044] In this embodiment, there are two first winches 1002, both of which are fixedly installed on the top edge of the floating rectangular frame 1000 by bolts, and are located at the front and rear ends of the frame along its length. The first winches 1002 can be rotated manually or by mechanical transmission. When mechanical transmission is used, the matching portable energy storage battery pack is fixed in a waterproof box on the side of the frame. The start and stop of the first winches 1002 are controlled by a foot switch to free the operator's hands to carry out the sandbag 101 alignment assistance work.

[0045] In this embodiment, the floating rectangular frame 1000 has U-shaped groove tracks 1005 extending along its length on both sides along its width direction. The inner wall of the U-shaped groove track 1005 is inlaid with polytetrafluoroethylene wear-resistant strips. A 10mm diameter drainage hole is provided at the bottom of the track 1005 every 50cm to drain accumulated water and sand particles in the track 1005 in a timely manner, reducing slippage wear. The bag-laying roller 1006 consists of an outer roller and an inner roller. The two ends of the inner roller are provided with stepped limiting rings, which are embedded in the U-shaped groove track 1005. The surface is hard chrome plated to reduce the coefficient of friction with the polytetrafluoroethylene wear-resistant strips and the sliding resistance of the roller body, and to prevent seawater corrosion from causing the track 1005 to jam. The stepped limiting rings can limit the vertical displacement of the bag-laying roller 1006. The end of the inner roller extends from the outside of the track 1005 and is fixed with a winding reel. Each of the winding reels at both ends of the sandbag laying roller 1006 is connected to a first traction steel rope. The first traction steel ropes are respectively wound around the drum of a first winch 1002. Through the winding and unwinding actions of the two first winches 1002, the sandbag laying roller 1006 can be driven to slide longitudinally along the track 1005 to realize the continuous spreading of the sandbag 101.

[0046] In this embodiment, there are two second winches 1003, both of which are fixedly installed on the top edge of the floating rectangular frame 1000 by bolts. Correspondingly, there are also two support shafts 1004. The support shafts 1004 are arranged back and forth at intervals along the length of the floating rectangular frame 1000 and extend along the width of the frame. The two ends of the support shafts 1004 are rotatably connected to the bearing seats on both sides of the frame through self-aligning roller bearings. One end of each support shaft 1004 is fixed with a winding reel. The second traction steel rope is wound around the winding reel and connected to the drum of the corresponding second winch 1003. The winding and unwinding of the second winch 1003 drives the support shaft 1004 to rotate circumferentially to tension the sandbag 101. Four sets of hanging ears are welded at intervals around the circumference of the support shaft 1004. Each set of hanging ears fixes a bag-hanging steel rope 1007. The end of the bag-hanging steel rope 1007 is equipped with an iron hook with an electromagnetic release device. The electromagnetic release device is built into the iron hook. The control line is laid along the bag-hanging steel rope 1007 and the inside of the support shaft 1004, and connected to the waterproof control box on the floating rectangular frame 1000. When the sandbag 101 is filled and ready to be placed, the operator presses the corresponding button on the control box. The electromagnetic release device is powered on and drives the locking tongue to retract. The iron hook automatically releases from the limit ring of the sandbag 101 without the need for personnel to approach the sandbag 101 to operate. The control box is equipped with a delay trigger module. After the button is pressed, the release action is executed after a 3-second delay to prevent accidental activation that would cause the sandbag 101 to fall off prematurely.

[0047] In this embodiment, there are two sets of RTK-GPS positioning devices 1008, which are installed at the front and rear ends of the floating rectangular frame 1000 respectively, for real-time position feedback during platform towing and positioning.

[0048] In this embodiment, the center and four corners of the sandbags 101 to be laid are equipped with filling sleeves with sealing caps, and the sandbags are sealed with binding tape after filling. The sand conveying device is arranged on the matching barge. The feeding end is equipped with a vibrating screening mechanism with a screen mesh size of 5cm. The sand is screened by the vibrating screening mechanism before entering the sand conveying device to prevent sharp stones from tearing the sandbags 101 or clogging the pump sand pipe 1001. The discharge end of the screening mechanism is equipped with a spray water pipe to spray and wash the sand to reduce the mud content in the sand and prevent the cofferdam 1 from settling too much due to excessive mud content.

[0049] Furthermore, the operational process for using the aforementioned offshore platform for the construction of bagged dredged sand is as follows: The specific steps of the bagged blown sand piling operation are as follows: S11. After completing the survey and layout of the construction area of ​​the cofferdam 1, the sandbags 101 to be laid are wound around the sandbag roller 1006 and tied. The sandbag roller 1006 with the sandbags 101 wound around it is then installed into the two side rails 1005 of the floating rectangular frame 1000. S12. The floating rectangular frame 1000 is towed to the preset construction area by the towing vessel 102. After the RTK-GPS positioning device 1008 is used to complete the positioning, the limiting rod is inserted into the seabed along the insertion hole 1000a to the design depth to fix the horizontal position of the floating rectangular frame 1000. S13. Unwrap the rope binding the sandbag 101 and hook the iron hook on the front support shaft 1004 of the floating rectangular frame 1000 to the limiting ring at the front of the sandbag 101. S14. Simultaneously start the two first winches 1002, pull the bag-laying roller 1006 along the track 1005 to slide at a constant speed to the rear end of the floating rectangular frame 1000, and gradually unwind the rolled sandbag 101. S15. After the bag-laying roller 1006 slides to the rear end of the track 1005, the iron hook on the rear support shaft 1004 of the floating rectangular frame 1000 is attached to the limiting ring at the rear end of the sandbag 101. S16. Control the two second winches 1003 to simultaneously wind up the hanging bag steel rope 1007, horizontally tension the sandbag 101, and adjust the position of the sandbag 101 to align it with the central axis of the floating rectangular frame 1000. S17. Connect the sand pump pipe 1001 to the center filling sleeve of the sandbag 101. First, pump in clean water to fill the sandbag 101 so that the bag is fully expanded without wrinkles. Then, pump in medium-coarse sand, which accounts for 40% of the designed filling amount of a single sandbag 101. After binding and sealing the center filling sleeve, connect the filling sleeves at the four corners of the sandbag 101 in sequence. Pump in medium-coarse sand, which accounts for 15% of the designed filling amount of a single sandbag 101, at each filling sleeve. After completion, bind and seal the corresponding filling sleeve. S18. Control the two second winches 1003 to simultaneously unwind the hanging bag steel rope 1007 at the same speed, and lower the filled sandbag 101 at a uniform speed. S19. After sandbag 101 is sunk to the designed position on the seabed, the electromagnetic unhooking device of the iron hook is triggered to release the attachment, completing the laying operation of a single sandbag 101. S20. Pull out the limit rod and repeat steps S13 to S19 until the laying of all bagged sand in the underwater cofferdam 1 is completed. The sandbags 101 above the water level can be laid directly on the already submerged sandbags 101 using a mature manual laying process, which will not be described in detail here.

[0050] The various embodiments of this application have been described above. These descriptions are exemplary and not exhaustive, nor are they limited to the disclosed embodiments. Many modifications and variations will be apparent to those skilled in the art without departing from the scope and spirit of the described embodiments. The terminology used herein is chosen to best explain the principles, practical application, or improvement of the technology in the market, or to enable others skilled in the art to understand the embodiments disclosed herein.

Claims

1. A land reclamation construction method using inert demolition and construction materials, characterized in that, Includes the following steps: S1. A cofferdam is formed by piling up bagged sand. After the seawater inside the cofferdam is pumped out, a waterproof membrane is first laid on the inner wall of the cofferdam, and then a bearing layer is laid on the land surface inside the cofferdam. S2. Lay crisscrossing gabion cages on the bearing layer. Drainage connection joints are provided at all the intersections of the gabion cages. The drainage connection joints are connected to the vertically extending water collection well pipe. S3. Lay a drainage pad layer covering the gabion stone cage on the bearing layer, insert vertical drainage boards to the design depth, and then lay a leveling pad layer on the surface of the drainage pad layer. S4. Laying a reverse osmosis layer, the reverse osmosis layer comprising three layers of continuously laid reverse osmosis membrane and an annular reverse osmosis membrane stacked sequentially, with two annular reverse osmosis membranes corresponding to each water collection well pipe. The annular reverse osmosis membranes are sleeved on the outer periphery of the water collection well pipe, and each annular reverse osmosis membrane is sandwiched between two adjacent layers of continuously laid reverse osmosis membranes; the inner periphery of the annular reverse osmosis membrane is sealed to the outer wall of the water collection well pipe. S5. Lay a protective layer on the surface of the reverse osmosis layer, and then lay inert demolition and construction materials by layer-by-layer loading and synchronous vibration rolling until the material is piled up to the preset design elevation.

2. The land reclamation construction method using inert demolition and construction materials according to claim 1, characterized in that, In step S1, the piling operation of the bagged blown sand is completed through an offshore platform; The offshore operation platform includes a floating rectangular frame, a limiting rod, a sand pump pipe, a sand conveying device, a first winch, a second winch, and a support shaft; The floating rectangular frame has vertical through holes at its four corners. The limiting rod can be movably inserted into the holes. In the working state, the lower end of the limiting rod is inserted into the seabed to the design depth. There are two of each of the first and second winches, with the two first winches located at opposite ends of the length of the floating rectangular frame. The floating rectangular frame is provided with tracks on both sides along its width direction, the tracks extend along the length direction of the floating rectangular frame, and bag-laying rollers are slidably mounted in the tracks. Each end of the bag-laying roller is connected to a first traction steel rope, and the first traction steel ropes are respectively wound around a first winch. The number of support shafts is two, which are arranged back and forth at intervals along the length of the floating rectangular frame and extend along the width of the floating rectangular frame. The support shafts are rotatably mounted on the top of the floating rectangular frame. Each support shaft is connected to a second traction steel rope, which is wound around a second winch. Multiple bag-hanging steel ropes are wound around the circumference of the support shaft. The end of each bag-hanging steel rope is equipped with an iron hook with an electromagnetic release device. The iron hook can be detachably hooked to the limiting ring of the sandbag to be laid. An RTK-GPS positioning device is also installed on the top of the floating rectangular frame; The sandbags to be laid are equipped with filling sleeves at the center and four corners; The sand conveying device is fixed on a floating rectangular frame, and its discharge end is connected to the inlet end of the sand pump pipe. The discharge end of the sand pump pipe can be inserted into the filling sleeve.

3. The land reclamation construction method using inert demolition and construction materials according to claim 2, characterized in that, The specific steps of the bagged blown sand piling operation are as follows: S11. After completing the survey and layout of the cofferdam construction area, roll the sandbags to be laid around the sandbag laying roller and tie it up. Then, assemble the sandbag laying roller with the sandbags rolled up into the tracks on both sides of the floating rectangular frame. S12. The floating rectangular frame is towed to the pre-set construction area by a towing vessel. After positioning is completed using an RTK-GPS positioning device, the limiting rod is inserted into the seabed along the insertion hole to the design depth to fix the horizontal position of the floating rectangular frame. S13. Unwrap the rope binding the sandbag and hook the iron hook on the front support shaft of the floating rectangular frame to the limiting ring at the front of the sandbag. S14. Simultaneously start the two first winches to pull the bag-laying rollers to slide at a constant speed along the track to the rear end of the floating rectangular frame, and gradually unwind the rolled sandbags. S15. After the bag-laying roller slides to the rear end of the track, the iron hook on the rear support shaft of the floating rectangular frame is attached to the limiting ring at the rear end of the sandbag. S16. Control the two second winches to synchronously wind up the steel rope of the hanging bag, to horizontally tension the sandbag, and adjust the position of the sandbag to align it with the central axis of the floating rectangular frame. S17. Connect the sand pump pipe to the center filling sleeve of the sandbag. First, pump in clean water to fill the sandbag so that the bag is fully expanded without wrinkles. Then, pump in medium-coarse sand, which accounts for 40% of the designed filling amount of a single sandbag. After binding and sealing the center filling sleeve, connect the filling sleeves at the four corners of the sandbag in sequence. Pump in medium-coarse sand, which accounts for 15% of the designed filling amount of a single sandbag, at each filling sleeve. After completion, bind and seal the corresponding filling sleeve. S18. Control the two second winches to unwind the bag hanging steel rope synchronously at the same speed, and lower the filled sandbag at a uniform speed. S19. After the sandbag is lowered to the designed position on the seabed, the electromagnetic unhooking device of the iron hook is triggered to release the attachment and complete the laying operation of a single sandbag. S20. Pull out the limit rod and repeat steps S13 to S19 until all bagged sand is laid underwater in the cofferdam.

4. The land reclamation construction method using inert demolition and construction materials according to claim 1, characterized in that, In step S1, the geomembrane is spliced ​​together from several HDPE geomembranes with a thickness of 1.5mm. The overlap width of adjacent HDPE geomembranes is ≥200mm, and the overlap is sealed by hot-melt welding.

5. The land reclamation construction method using inert demolition and construction materials according to claim 1, characterized in that, In step S1, the supporting layer comprises a woven fabric and a first geomat laid sequentially from bottom to top; the woven fabric has a basis weight of 200 g / m². 2 The first geomat is 5cm thick and is made up of several three-dimensional geonets with a width of 2000mm that are overlapped in sequence. The two sides of the three-dimensional geonets are covered with non-woven fabric, and the overlaps of adjacent three-dimensional geonets are fixed by cable ties.

6. The land reclamation construction method using inert demolition and construction materials according to claim 1, characterized in that, In step S2, the gabion cage includes several uniformly distributed first gabion cages, second gabion cages and third gabion cages. The first gabion cages extend longitudinally, the second gabion cages extend laterally, and the intersection of the first gabion cages and the second gabion cages is connected through the third gabion cage. The drainage connection joint is buried inside the third gabion.

7. The land reclamation construction method using inert demolition and construction materials according to claim 6, characterized in that, The length, width, and height of the first gabion are 2m, 0.4m, and 0.4m, respectively, and the horizontal spacing between adjacent first gabions is 100m. The length, width, and height of the second gabion are 2m, 0.3m, and 0.3m, respectively, and the longitudinal spacing between adjacent second gabions is 50m. The third gabion has two first ends and two second ends. The first ends are adapted to the cross-sectional dimensions of the first gabion, and the second ends are adapted to the cross-sectional dimensions of the second gabion. The two first ends are respectively connected to the adjacent longitudinal first gabion, and the two second ends are respectively connected to the adjacent transverse second gabion.

8. The land reclamation construction method using inert demolition and construction materials according to claim 7, characterized in that, The drainage connection joint is a precast concrete pipe with a diameter of 300mm and a length of 1000mm. The length of the drainage connection joint embedded in the third gabion is 600mm. The outer wall of the water inlet end of the drainage connection joint is wrapped with a reverse filter geotextile, and the drainage connection joint is filled with a 300mm thick layer of reverse filter medium-coarse sand.

9. The land reclamation construction method using inert demolition and construction materials according to claim 1, characterized in that, In step S3, the thickness of the drainage cushion layer is 1m, and the filler is graded medium-coarse sand; the thickness of the leveling cushion layer is 30cm, and the filler is graded fine sand.

10. The land reclamation construction method using inert demolition and construction materials according to claim 1, characterized in that, In step S5, the protective layer is a second geomat; both the continuous reverse osmosis membrane and the annular reverse osmosis membrane are flexible flat plate structures; the annular reverse osmosis membrane is sealed to the water collection well pipe through a rubber sealing ring; the outer ring of the annular reverse osmosis membrane is uniformly provided with a plurality of first magnetic attracting elements along the circumferential direction; the continuous reverse osmosis membrane is provided with a second magnetic attracting element that is magnetically connected to the first magnetic attracting elements. The continuous reverse osmosis membrane is composed of several strip-shaped reverse osmosis membranes. Each strip-shaped reverse osmosis membrane is provided with a third magnetic attraction element on its four sides, and adjacent strip-shaped reverse osmosis membranes are magnetically connected through the third magnetic attraction element.

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