Ultrahigh reinforced body preloading structure

Abstract

The utility model provides a superhigh reinforced body preloading structure. The treatment structure comprises a reinforced body working cushion layer, a water separation and drainage reinforced layer and an ultrahigh reinforced body stacking structure layer. The reinforced body working cushion layer comprises machine-made sand and an A-type geocell, the water insulation and drainage reinforced body structure comprises non-woven geotextile, a seepage insulation film and multiple layers of composite drainage grids, the composite drainage grids are adopted to replace a medium-coarse sand drainage layer, a vertical drainage plate is directly connected with the middle layer of composite drainage grids, and the vertical drainage plate is directly connected with the middle layer of composite drainage grids. The ultrahigh reinforced body stacking structure layer comprises non-woven geotextile, construction waste, B-type geocells and mineral powder. The foundation treatment effect is good, the sand consumption is reduced, the manufacturing cost is saved, design and engineering application are facilitated, and the engineering application prospect is very wide.

Description

Technical Field

[0001] The utility model belongs to the technical field of ultra-soft silt foundation treatment, and particularly relates to an ultra-high reinforced body surcharge preloading structure applicable to deep ultra-soft silt. Background Technique

[0002] Ultra-soft silt has low bearing capacity, high compressibility, high water content and low strength, making it difficult to meet engineering requirements. Therefore, when encountering such soil in engineering construction, its foundation needs to be treated. Due to the low bearing capacity of the silt top surface, a construction working surface cushion layer usually needs to be set up to ensure the smooth operation of subsequent construction machinery. Ultra-soft silt is often treated by surcharge preloading. The common construction process flow for strengthening ultra-soft silt by surcharge preloading is: laying a layer of woven fabric → laying a construction working surface cushion layer of fine sand or sea sand → driving vertical plastic drainage boards → laying a horizontal drainage layer of medium and coarse sand → backfilling mountain skin stones → preloading and draining → dynamic compaction; the heads of the plastic drainage boards are buried in the medium and coarse sand cushion layer. Under the action of the overlying surcharge, the water in the silt enters the horizontal medium and coarse sand drainage layer through the vertical plastic drainage board channels and then drains away. Due to the extremely tight sand sources at home and abroad, the cost of fine sand, sea sand and medium and coarse sand is extremely high, and the sand source supply is tight. The existing construction method for strengthening ultra-soft silt by surcharge preloading results in high cost and long construction period for the foundation treatment of similar projects; moreover, the strength and bearing capacity of the construction working surface cushion layer of pure fine sand or sea sand are limited, and the settlement and deformation of subsequent construction machinery operations are large. There is an urgent need to find a construction working surface cushion layer with high bearing capacity. Content of the Utility Model

[0003] In order to quickly and effectively treat ultra-soft silt, the utility model provides an ultra-high reinforced body surcharge preloading structure and method. The utility model uses a three-layer composite drainage grid to replace the medium and coarse sand drainage layer, and connects the plastic drainage board with the middle layer of the composite drainage grid, with good treatment effect, reducing sand usage and saving cost.

[0004] In order to achieve the above technical purpose, the utility model provides an ultra-high reinforced body surcharge preloading structure. The surcharge preloading structure includes a reinforced body working cushion layer, a drainage and reinforcement isolation layer, and an ultra-high reinforced body surcharge layer arranged above the ultra-soft silt layer from bottom to top in sequence; the reinforced body working cushion layer includes a woven fabric layer laid on the top surface of the ultra-soft silt layer and a reinforced composite layer located above the woven fabric layer, and the reinforced composite layer is composed of a type A geocell and a mechanism sand filling layer; the drainage and reinforcement isolation layer includes a seepage isolation membrane and three layers of horizontal composite drainage nets, the seepage isolation membrane is laid on the top surface of the reinforced body working cushion layer, and the three layers of horizontal composite drainage nets are laid above the seepage isolation membrane in sequence; the ultra-high reinforced body surcharge layer includes a first non-woven fabric layer, a composite backfilling layer, a second non-woven fabric layer and a mineral powder backfilling layer from bottom to top in sequence, and the composite backfilling layer is composed of a construction waste impact compaction layer and a type B geocell.

[0005] Preferred technical solution of the present utility model: The thickness of the reinforced composite layer is 1 - 2 m; the height of the composite landfill layer is 3 - 6 m, the height of the mineral powder backfill layer is 1 - 3 m, and the height of the mineral powder backfill layer is less than that of the composite landfill layer.

[0006] Preferred technical solution of the present utility model: The surcharge preloading structure further includes a plurality of vertical drainage boards inserted into the ultra-soft silt layer. The bottom end of the vertical drainage board is embedded in the clay layer at the bottom of the ultra-soft silt layer by at least 1 m, and the top end of the vertical drainage board is higher than the impermeable membrane and is connected to the reinforcement of the intermediate layer horizontal composite drainage net.

[0007] Preferred technical solution of the present utility model: The woven fabric layer is laid with a woven fabric of 150 g / m 2 The reinforced composite layer includes a bottom layer A-type geocell, a middle layer A-type geocell and a mechanism sand filling layer with a thickness of 1 - 2 m. The bottom layer A-type geocell is arranged on the top surface of the woven fabric layer, and the middle layer A-type geocell is located in the middle of the mechanism sand filling layer.

[0008] Preferred technical solution of the present utility model: The bottom and top layers of the composite landfill layer are both construction waste impact compaction layers, and there are multiple layers of B-type geocells in the middle. Each construction waste impact compaction layer is a backfill compaction layer with a thickness of 0.8 - 1.2 m formed by backfilling construction waste with a particle size not greater than 20 cm and then impact compaction. The construction waste is a filler with a particle size not greater than 20 cm formed by crushing granular bricks and cement concrete blocks.

[0009] Preferred technical solution of the present utility model: The A-type geocell in the reinforced composite layer adopts a polyester stretched geocell, and the ultimate tensile strength value is not less than 180 kN / m.

[0010] Preferred technical solution of the present utility model: Both the first non-woven fabric layer and the second non-woven fabric layer adopt non-woven geotextiles of 300 g / m 2 The B-type geocell adopts a polyethylene extruded geocell, and the ultimate tensile strength value is not less than 30 kN / m.

[0011] Preferred technical solution of the present utility model: The impermeable membrane adopts an HDPE impermeable membrane, its thickness is not less than 1.5 mm, the density of the HDPE impermeable membrane is not less than 0.95 g / cm 3 ³, the roughness height is not less than 0.3 mm, and the yield strength is not less than 25 N / mm².

[0012] Preferred technical solution of the present utility model: The horizontal composite drainage net adopts a 6.3 mm thick composite geotextile drainage grid, and the longitudinal hydraulic conductivity is not less than 1×10 -3 m 2 / s, the longitudinal tensile strength is not less than 18 kN / m, and the unit area mass is not less than 200 g / m 2 .

[0013] A preferred technical solution of the present utility model: The vertical drainage board is constructed by an inserter to install vertical plastic drainage boards. The spacing of the vertical drainage boards is 0.8 - 1.0 m, arranged in a square pattern; the board heads of the vertical drainage boards extending above the impermeable membrane are wrapped with the impermeable membrane.

[0014] The beneficial effects of the present utility model:

[0015] (1) The present utility model improves the surcharge preloading structure for ultra-soft silt, and proposes a surcharge preloading structure composed of three reinforced body systems, namely, the reinforced body structure on the construction working surface, the drainage and impermeable reinforced body structure, and the ultra-high reinforced body surcharge structure, forming a fully flexible surcharge preloading structure. The construction is simple, the construction cost is reduced, and the construction period is saved;

[0016] (2) The reinforced body structure on the construction working surface of the present utility model is composed of machine-made sand and geocell. The geocell has high strength, which is superior to geogrid. The machine-made sand has a lower cost compared with fine silt or sea sand, has more sand sources and high strength. The reinforced body structure on the construction working surface improves the bearing capacity of the cushion layer on the construction working surface, and the settlement deformation of the subsequent construction machinery operation is small.

[0017] (3) The drainage and impermeable reinforced body structure of the present utility model is composed of a double-rough-surface HDPE impermeable membrane and a three-layer composite drainage grid. The plastic drainage board is directly connected to the composite drainage grid, and the bottom uses the double-rough-surface HDPE impermeable membrane to prevent water. Both the upper and lower surfaces of the impermeable membrane are rough surfaces, which not only play a role in preventing water, but also play a role in anti-sliding, preventing the ultra-soft silt foundation from losing stability during the process of staged surcharge.

[0018] (4) The lower part of the ultra-high reinforced body surcharge structure of the present utility model uses construction waste and geocell, and the upper part uses mineral powder. The geocell in the ultra-high reinforced body surcharge structure has a lower strength than the geocell in the cushion layer on the construction working surface. On the premise of meeting the foundation stability, the cost of the reinforced body system is saved; the construction waste is selected after being crushed and screened, realizing the recycling of construction waste. The mineral powder is dug out after the preloading is completed, achieving recycling and preventing the mineral powder from causing secondary pollution to the foundation. Description of the Drawings

[0019] Figure 1 is a schematic diagram of the ultra-high reinforced body surcharge preloading treatment structure in the present utility model;

[0020] Figure 2 is a schematic diagram of the drainage and impermeable reinforced body structure in the present utility model;

[0021] Figure 3 is a schematic diagram for calculating the vertical shear force τ generated by the reinforced body working cushion layer in the embodiment;

[0022] Figure 4 It is the measured settlement curve in the embodiment.

[0023] Figure 1 In it: 1 - Ultra-soft silt layer, 2 - Woven fabric layer, 3 - Reinforced composite layer, 4 - Vertical drainage board, 5 - Impermeable membrane, 6 - Horizontal composite drainage net, 7 - Clay layer, 8 - First non-woven fabric layer, 9 - Composite landfill layer, 10 - Second non-woven fabric layer, 11 - Mineral powder backfill layer. Specific embodiments

[0024] The following further describes the present utility model in conjunction with the accompanying drawings and embodiments. The attached Figures 1 to 4 All are the drawings of the embodiments, which are drawn in a simplified manner and are only used to clearly and concisely illustrate the purpose of the embodiments of the present utility model. The technical solutions shown in the drawings below are the specific solutions of the embodiments of the present utility model and are not intended to limit the scope of the present utility model to be protected. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative efforts belong to the scope of protection of the present utility model.

[0025] A super high-reinforcement body surcharge preloading structure provided in the embodiment, as Figure 1 and Figure 2 shown, includes a reinforcement body working cushion layer, a drainage and reinforcement layer, a super high-reinforcement body surcharge layer and a plurality of vertical drainage boards 4; the reinforcement body working cushion layer includes a woven fabric layer 2 laid on the top surface of the ultra-soft silt layer 1 and a reinforced composite layer 3 located above the woven fabric layer 2, and the reinforced composite layer 3 is composed of a type A geocell and a mechanism sand filling layer. The woven fabric layer 2 is laid with a woven fabric of 150 g / m 2 The reinforced composite layer 3 includes a bottom type A geocell, a middle type A geocell and a mechanism sand filling layer with a thickness of 1 - 2 m. The bottom type A geocell is arranged on the top surface of the woven fabric layer 2, and the middle type A geocell is located in the middle of the mechanism sand filling layer. The type A geocell in the reinforced composite layer 3 adopts a polyester (PET) stretched geocell, and the ultimate tensile strength value is not less than 180 kN / m.

[0026] In the embodiment, the drainage and reinforcement layer is as Figure 1 and Figure 2As shown in the figure, it includes a seepage isolation membrane 5 and three layers of horizontal composite drainage nets 6. The vertical drainage boards 4 are inserted into the ultra-soft silt layer 1, and their bottom ends are embedded in the cohesive soil layer 7 at the bottom of the ultra-soft silt layer 1. The seepage isolation membrane 5 is laid on the top surface of the reinforced body working cushion layer, and multiple layers of horizontal composite drainage nets 6 are sequentially laid above the seepage isolation membrane 5. The top end of the vertical drainage board 4 is higher than the seepage isolation membrane 5 and is connected to the reinforcing material of the middle layer horizontal composite drainage net 6. The vertical drainage board 4 is constructed by inserting a vertical plastic drainage board with a plate machine. The bottom end of the plastic drainage board enters the cohesive soil layer by no less than 1.0 m, and the spacing of the vertical drainage boards 4 is 0.8 - 1.0 m, arranged in a square pattern. The seepage isolation membrane 5 is made of HDPE seepage isolation membrane with a thickness of not less than 1.5 mm. There are three layers of the horizontal composite drainage net 6, and the vertical drainage board 4 is connected to the reinforcing material of the middle layer horizontal composite drainage net 6. The density of the HDPE seepage isolation membrane is not less than 0.95 g / cm 3 , the roughness height is not less than 0.3 mm, and the yield strength is not less than 25 N / mm; the horizontal composite drainage net 6 uses a 6.3 mm thick composite geotextile drainage grid, with a longitudinal hydraulic conductivity of not less than 1×10 - 3 m 2 / s, the longitudinal tensile strength is not less than 18 kN / m, and the unit area mass is not less than 200 g / m 2 .

[0027] In the embodiment, as Figure 1 shown, the ultra-high reinforced body surcharge layer includes a first non-woven fabric layer 8 laid on the top surface of the drainage and reinforcement structure layer, a composite backfill layer 9 of construction waste and geogrid filled on the first non-woven fabric layer 8, a second non-woven fabric layer 10 laid on the top surface of the composite backfill layer 9, and a mineral powder backfill layer 11 filled above the second non-woven fabric layer 10; the composite backfill layer 9 is composed of a construction waste impact compaction layer and a type B geogrid. The height of the composite backfill layer 9 is 3 - 6 m, with a construction waste impact compaction layer at both the bottom and the top, and multiple layers of type B geogrids are provided in the middle. Each construction waste impact compaction layer is a backfill and compaction layer with a thickness of 0.8 - 1.2 m formed by backfilling construction waste with a particle size not greater than 20 cm and then impact compaction. The construction waste is a filler with a particle size not greater than 20 cm formed by crushing granular bricks and cement concrete blocks; the height of the mineral powder backfill layer 11 is 1 - 3 m, and the height of the mineral powder backfill layer 11 is less than the height of the composite backfill layer 9. Both the first non-woven fabric layer 8 and the second non-woven fabric layer 10 use non-woven geotextiles of 300 g / m 2 , and the type B geogrid uses a polyethylene extrusion type geogrid with a tensile strength limit value of not less than 30 kN / m.

[0028] During the preloading process of the utility model, in order to ensure the accuracy of the preloading height, the composite filling thickness of construction waste and geocell and the height of mineral powder loading can be repeatedly calculated to ensure the accuracy of construction. Specifically, first, the composite filling thickness of construction waste and geocell in the reinforced body loading structure layer with excessive height is set as h2, and the height of mineral powder loading is set as h1, where h1 ranges from 1 to 3 m, h2 ranges from 3 to 6 m, and h 2＞ h1; and combined with the current ground elevation H d of the foundation to be treated, the elevation H s of the foundation treatment completion surface, and the thickness h3 of the working cushion layer of the reinforced body, the settlement amount S t of the ultra-soft silt layer during the construction period is calculated; by adjusting the set values of h1 and h2, the design heights h1 and h2 and the calculated S t value meet the following requirements:

[0029] h1 + h2 + h3 > H s -H d ,

[0030] H d +h1 + h2 + h3 - S t -h1 = H s .

[0031] The calculation process of the settlement amount S t of the ultra-soft silt layer is as follows:

[0032] (1) Under the action of the overlying load, the reinforced body in the working cushion layer of the reinforced body at the construction operation surface undergoes bending deformation, compressive stress is generated in the upper part of the reinforced body, shear force is generated in the filler inside the geocell, and pull-out force is generated in the lower geocell. The load of the horizontal composite drainage net is ignored during the calculation process; the vertical shear force τ generated by the working cushion layer of the reinforced body is:

[0033]

[0034] Among them: τ—the vertical shear force generated by the working cushion layer of the reinforced body, unit kPa;

[0035] —the internal friction angle of the filler in the working cushion layer of the reinforced body, unit °; for machine-made sand, it is 25°;

[0036] K—the coefficient of passive earth pressure,

[0037] σ v —the self-weight load of the working cushion layer of the reinforced body;

[0038] The calculation process of the self-weight load of the working cushion layer of the reinforced body is as follows:

[0039] σ v= r3z

[0040] r3—the unit weight of the filler for the working cushion layer of the reinforced body, in kN / m 3 ;

[0041] z—the vertical elevation of the working cushion layer of the reinforced body from the top surface downwards; the elevation of the top surface of the working cushion layer of the reinforced body is taken as 0, and the elevation of the bottom surface of the working cushion layer of the reinforced body is h3;

[0042] As Figure 3 shown, the vertical shear force τ′ of the filler of the working cushion layer of the reinforced body takes the average value of the top surface and the bottom surface, and the top surface height z is taken as 0, that is, the self-weight load σ of the top surface of the working cushion layer of the reinforced body v顶 = 0, and the vertical shear force τ of the top surface of the working cushion layer of the reinforced body 顶 = 0, then:

[0043] τ′ = 1 / 2(τ 顶 + τ 底 ) = 1 / 2τ 底

[0044]

[0045] σ v底 = r3h3

[0046] Calculated accordingly:

[0047]

[0048] Among them: r3—the unit weight of the filler for the working cushion layer of the reinforced body, in kN / m 3 ;

[0049] h3—the thickness of the working cushion layer of the reinforced body, in m;

[0050] (2) The vertical component force T of the pull-out force generated by the working cushion layer of the reinforced body is:

[0051] T = T a ·sinθ

[0052] Among them: T—the vertical component force of the pull-out force generated by the working cushion layer of the reinforced body, in kPa;

[0053] T a —the designed anti-pull-out force of the geocell used in the mechanism sand layer, 40 kPa for type A geocell;

[0054] θ—the deformation angle of the geocell in the mechanism sand layer, 20° for type A geocell;

[0055] (3) Calculate the load diffusion effect p of the cushion layer of the construction operation surface:

[0056] p = τ′ + T

[0057] Where: p—the load diffusion effect of the cushion layer on the construction operation surface, unit: kPa;

[0058] (4) Considering the reinforcement diffusion effect of the working cushion layer of the reinforcement body below the vertical drainage board, the vertical additional stress caused by large-area surcharge preloading is:

[0059] ΔP = r1h1 + r2h2 + r3h3 - p

[0060] Where: ΔP—the vertical additional stress caused by large-area surcharge preloading, unit: kPa;

[0061] r1—the unit weight of mineral powder, unit: kN / m 3 ;

[0062] h1—the height of the mineral powder surcharge, unit: m;

[0063] h2—the thickness of the composite landfill of construction waste and geogrid, unit: m;

[0064] r2—the unit weight of the filler in the composite landfill layer of construction waste and geogrid, unit: kN / m 3 ;

[0065] (5) The total settlement of the ultra-soft silt caused by surcharge preloading treatment is:

[0066]

[0067] Where: S—the total settlement of the ultra-soft silt caused by surcharge preloading treatment, unit: m;

[0068] m s —the settlement correction coefficient, taking 1.3 - 1.4 for ultra-soft silt;

[0069] E s —the compression modulus of ultra-soft silt, unit: kPa, taking 1.3 - 1.4 for ultra-soft silt;

[0070] H—the thickness of the ultra-soft silt layer, m.

[0071] (6) After 4 - 5 months of surcharge preloading, the degree of consolidation of the ultra-soft silt layer reaches 85%, and the settlement of the ultra-soft silt layer during the construction period is S t = 0.85 * S.

[0072] Applying the surcharge preloading structure in the present utility model to a certain ultra-soft silt foundation area for surcharge preloading reinforcement, first calculate and determine the height of the surcharge according to the above method, and the calculation results are shown in Table 1 - Table 3:

[0073] Table 1 Calculation parameters of the ultra-high surcharge preloading reinforcement structure

[0074]

[0075] Table 2 shows the calculation results of the additional stress of ultra-high surcharge preloading in the examples:

[0076] Table 2 Calculated values of additional stress of ultra-high surcharge preloading

[0077] K (kPa) τ′ (kPa) T (kPa) p (kPa) ΔP (kPa) 2.46 10.63 13.68 24.31 120.19

[0078] Table 3 shows the calculation results of the settlement of ultra-high surcharge preloading in the examples:

[0079] Table 3 Calculated values of settlement of ultra-high surcharge preloading

[0080] ms Es (kPa) H (m) S (m) St (m) 1.35 2000 20 1.62 1.38

[0081] The elevation H of the top surface of the silt in the example d is 0.00 m, and the elevation H of the ground treatment completion surface s is 3.62 m. According to the calculation results in Tables 1 to 3, the following requirements are met:

[0082] H d + h1 + h2 + h3 - S t - h1 = 0 + 2 + 4 + 1 - 1.38 - 2 = 3.62 m

[0083] h1 + h2 + h3 > H s - H d

[0084] Thus, it is determined that the stacking height of mineral powder is 2 m; the composite filling thickness of construction waste and geogrid is 4 m; after determining the above filling parameters, the construction can be carried out according to the following steps:

[0085] S1. Determine the ground treatment area, determine the construction partition, and start construction;

[0086] S2. Lay foam boards on the top surface of the ultra-soft silt layer, and lay a layer of 150 g / m 2 woven fabric, and then lay a layer of type A geogrid on the woven fabric. The joints of the type A geogrid are treated by plugging. After laying, blow-fill 50 cm of machine-made sand, and then lay another layer of type A geogrid. The joints of the type A geogrid are treated by plugging, and then blow-fill 50 cm of machine-made sand again;

[0087] S4. Lay a layer of double-rough surface HDPE impermeable membrane with a thickness of 1.5 mm, and then use a vibroflot to construct plastic vertical drain boards. The bottom of the plastic drain boards penetrates the ultra-soft silt layer and enters the cohesive soil layer by no less than 1.0 m. The spacing of the vertical drain boards is 0.8 - 1.0 m, arranged in a square pattern, and the board heads are 5 - 10 cm higher than the HDPE impermeable membrane;

[0088] Lay a three-layer composite geotextile drainage grid, tie and connect the head of the vertical drainage board to the composite geotextile drainage grid in the middle layer, then wrap the periphery of the vertical drainage board with a seepage-proof membrane and weld it to the seepage-proof membrane on the top of the machine-made sand to ensure the water-proof effect;

[0089] S6. Lay a layer of 300 g / m 2 non-woven geotextile on the top surface of the topmost composite geotextile drainage grid, and start backfilling construction waste. First, backfill 1 m of construction waste, compact it by impact rolling, lay a layer of Type B geocell, then backfill 1 m of construction waste, compact it by impact rolling, and then lay another layer of Type B geocell. Repeat the above steps until the composite filling thickness of the construction waste and the geocell is 4 m, and lay three layers of polyethylene geocells;

[0090] S6. Lay another layer of 300 g / m 2 non-woven geotextile on the top surface of the compacted layer of the topmost construction waste backfill, backfill 2 m of mineral powder, apply full-load preloading for 4 months, and measure the settlement during the construction period actually. Specifically, as Figure 3 shown, the measured settlement during the construction period after 4 months of preloading is 1.39 m, which is relatively close to the calculated value St = 1.38 m; it shows that the result calculated by the above calculation method is relatively accurate; after the foundation treatment reaches the preloading unloading condition, dig out the mineral powder and remove the 300 g / m 2 non-woven geotextile.

[0091] In summary, the content of the present utility model is not limited to the above embodiments. Those with knowledge in the same field can easily propose other embodiments within the technical guiding ideology of the present utility model, but such embodiments are all included within the scope of the present utility model.

Claims

1. An ultra-high reinforced body preloading structure, characterized in that: The preloading structure comprises a reinforced body working cushion layer, a water-insulating reinforced layer, and an ultra-high reinforced body loading layer, which are arranged in sequence from bottom to top on the ultra-soft silt layer (1); the reinforced body working cushion layer comprises a woven fabric layer (2) laid on the top surface of the ultra-soft silt layer (1) and a reinforced composite layer (3) located above the woven fabric layer (2); the reinforced composite layer (3) is composed of a composite of an A-type geocell and a machine-made sand blowing fill layer; the water-insulating reinforced layer comprises a seepage-proof membrane ( 5) and three layers of horizontal composite drainage nets (6), the seepage-proof membrane (5) is laid on the top surface of the reinforced body working cushion layer, and the three layers of horizontal composite drainage nets (6) are laid in sequence above the seepage-proof membrane (5); the super-high reinforced body backfill layer includes, from bottom to top, a first non-woven fabric layer (8), a composite backfill layer (9), a second non-woven fabric layer (10) and a mineral powder backfill layer (11), and the composite backfill layer (9) is composed of a construction waste impact rolling layer and a B-type geocell.

2. The super-high reinforced body preloading structure according to claim 1 is characterized in that: The thickness of the reinforced composite layer (3) is 1 to 2 m; the height of the composite filling layer (9) is 3 to 6 m; the height of the mineral powder backfill layer (11) is 1 to 3 m, and the height of the mineral powder backfill layer (11) is less than the height of the composite filling layer (9).

3. The super-high reinforced body preloading structure according to claim 1 or 2, characterized in that: The preloading structure further comprises a plurality of vertical drainage boards (4) inserted into the ultra-soft mud layer (1), wherein the bottom ends of the vertical drainage boards (4) are embedded at least 1 m into the clay layer (7) at the bottom of the ultra-soft mud layer (1), and the top ends of the vertical drainage boards (4) are higher than the seepage-proof membrane (5) and are connected to the reinforcement of the intermediate layer horizontal composite drainage net (6).

4. The super-high reinforced body preloading structure according to claim 1 or 2, characterized in that: The woven fabric layer (2) is made of 150g / m 2 The reinforced composite layer (3) comprises a bottom A-type geocell, a middle A-type geocell and a machine-made sand blowing fill layer with a thickness of 1 to 2 m, the bottom A-type geocell being arranged on the top surface of the woven fabric layer (2), and the middle A-type geocell being located in the middle of the machine-made sand blowing fill layer.

5. The super-high reinforced body preloading structure according to claim 1 or 2, characterized in that: The bottom layer and the top layer of the composite landfill layer (9) are both construction waste impact compaction layers, with multiple layers of B-type geocells arranged in between. Each construction waste impact compaction layer is a backfill compaction layer with a thickness of 0.8 to 1.2 m formed by backfilling construction waste with a particle size not greater than 20 cm and then impact compacting it. The construction waste is a filler with a particle size not greater than 20 cm formed by crushing granular bricks and cement concrete blocks.

6. The super-high reinforced body preloading structure according to claim 1 or 2, characterized in that: The A-type geocell in the reinforced composite layer (3) is a polyester tensile geocell with a tensile strength limit value of not less than 180 kN / m.

7. The super-high reinforced body preloading structure according to claim 1 or 2, characterized in that: The first non-woven fabric layer (8) and the second non-woven fabric layer (10) are both made of 300 g / m 2 The non-woven geotextile, the B-type geocell adopts a polyethylene extruded geocell, and the tensile strength limit value is not less than 30kN / m.

8. The super-high reinforced body preloading structure according to claim 1 or 2, characterized in that: The seepage barrier film (5) is a HDPE seepage barrier film with a thickness of not less than 1.5 mm and a density of not less than 0.95 g / cm 3 , the roughness height is not less than 0.3mm, and the yield strength is not less than 25N / mm.

9. The super-high reinforced body preloading structure according to claim 1 or 2, characterized in that: The horizontal composite drainage net (6) adopts a 6.3 mm thick composite geotextile drainage grid with a longitudinal water conductivity of not less than 1*10 -3 m 2 / s, longitudinal tensile strength not less than 18kN / m, unit area mass not less than 200g / m 2 .

10. The super-high reinforced body preloading structure according to claim 3, characterized in that: The vertical drainage board (4) is a vertical plastic drainage board constructed by a board inserting machine. The vertical drainage boards (4) are spaced 0.8 to 1.0 m apart and arranged in a square. The board heads of the vertical drainage boards (4) extending above the seepage-proof membrane (5) are wrapped with a seepage-proof membrane.

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