Assembled multi-source solid waste flow-state solidified soil vertical reinforced retaining wall structure and construction method

Abstract

The present invention discloses an assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure and construction method. The retaining wall structure includes a wall panel, a steel pipe frame, a geogrid and fluidized solidified soil. The wall panel is arranged on the left, right and front sides of the steel pipe frame and the inclined surface composed of the inclined steel pipe and the fourth horizontal steel pipe. The steel pipe frame is composed of a front vertical steel pipe, a first horizontal steel pipe and a second horizontal steel pipe, which are vertically connected to each other. The front vertical steel pipe and the rear vertical steel pipe are perpendicular to the ground. The rear vertical steel pipe is close to the slope and is vertically connected to the third horizontal steel pipe, the first horizontal steel pipe and the second horizontal steel pipe. An inclined steel pipe is arranged between the third horizontal steel pipe and the front vertical steel pipe, and a fourth horizontal steel pipe is arranged at both ends of the inclined steel pipe. The geogrid is arranged perpendicular to the first horizontal steel pipe, and the fluidized solidified soil is poured inside the steel pipe frame. The structure and construction method of the present invention realize the rapid assembly, continuous construction, cost saving, environmental protection and energy saving, and shear strength improvement of the retaining wall, thereby improving the engineering quality and social benefits.

Description

Technical Field

[0001] The present invention belongs to the technical field of slope treatment, and particularly relates to an assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure and a construction method thereof. Background Art

[0002] With the rapid advancement of economic construction, the number of infrastructure construction projects such as roads, railways, and hydraulic engineering has increased significantly. During the progress of these projects, a large number of exposed rocky slopes may be generated. When using engineering measures such as gravity retaining walls and masonry stone slope protection to support slopes, more attention is paid to the stability of the engineering structure while ignoring the pollution of the surrounding environment; the reinforced soil technology has low requirements for the bearing capacity of the foundation and strong adaptability to deformation. It can not only save the project cost but also automatically restore the slope greening and maintain the ecological landscape. As an environmentally friendly geotechnical material that combines natural soil, industrial waste, and curing agent, fluidized solidified soil improves the mechanical properties of the soil through a series of physical and chemical reactions and has been widely used in many fields such as foundation treatment, road construction, and environmental protection.

[0003] However, in practical applications, for slopes with complex geological conditions or large heights, simply relying on the reinforced soil technology cannot provide sufficient safety guarantees. In addition, when the geogrid serves in a harsh environment for a long time, its performance will degrade due to factors such as chemical erosion and extreme climate. Therefore, the reinforced soil retaining wall not only needs to provide sufficient supporting force but also needs to have the reliability and durability to work in various environments for a long time to ensure the overall stability of the structure.

[0004] 1. Although the traditional concrete retaining wall is firm, its construction period is long, the cost is high, the sources of the retaining wall materials are complex, the particle sizes are uneven, there are problems such as high procurement and transportation costs, and relatively complex foundation design. Moreover, the stones in the retaining wall may be loose or fall off, posing a potential threat to the safety of personnel and property.

[0005] 2. When the engineering filling range is large, it is difficult to ensure the uniformity of the compaction degree, which may lead to engineering diseases such as uneven settlement and slope slip deformation after construction.

[0006] 3. Although the anchor wall and the soil nail wall can provide relatively economical reinforcement solutions, their construction requires highly professional technologies and equipment, with many construction processes, high technical requirements, and complex designs. Especially in complex terrain conditions, the construction difficulty is greater.

[0007] 4. In traditional reinforcement methods for reinforced retaining walls, the geogrid is mainly laid horizontally. According to the stress, the geogrid can be divided into a reinforcement area and a stabilization area. Horizontal laying can evenly distribute the upper load to the entire retaining wall structure with relatively low construction difficulty, which helps to improve the overall stability of the wall and prevent soil displacement along the slip surface. However, horizontal laying cannot effectively utilize the tensile strength of the geogrid in the vertical direction, especially in high-stress areas such as the bottom of the wall or positions close to the active earth pressure action line. Secondly, since the role of the geogrid in the stabilization area is not obvious, the bearing capacity of the entire system is not fully utilized, thus restricting the improvement of the overall performance of the retaining wall. Summary of the Invention

[0008] The purpose of the embodiment of the present invention is to provide an assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure to solve problems such as long construction period, high cost, uneven compaction quality, and large construction difficulty existing in the existing construction process. By deeply analyzing the stability of the soil mass, designing the quantity and layout of the reinforcement materials, the material consumption can be effectively reduced, and at the same time, the construction quality and efficiency are ensured, achieving the dual goals of cost saving and engineering performance optimization.

[0009] The second purpose of the embodiment of the present invention is to provide a construction method for an assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure.

[0010] To solve the above technical problems, the technical solution adopted by the present invention is an assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure, including a wall panel, a steel pipe frame, a geogrid, and fluidized solidified soil;

[0011] The wall panel is arranged on the left side, right side, front side of the steel pipe frame, and on the inclined plane formed by the inclined steel pipe and the fourth horizontal steel pipe;

[0012] The steel pipe frame includes a front vertical steel pipe, a first horizontal steel pipe, and a second horizontal steel pipe;

[0013] The front vertical steel pipe, the first horizontal steel pipe, and the second horizontal steel pipe are perpendicularly connected to each other, and the front vertical steel pipe and the rear vertical steel pipe are perpendicular to the ground;

[0014] The rear vertical steel pipe is closely arranged against the slope, and the rear vertical steel pipe is perpendicularly connected to the third horizontal steel pipe and the first horizontal steel pipe respectively; a second horizontal steel pipe is also vertically arranged on the rear vertical steel pipe;

[0015] The third horizontal steel pipe is perpendicularly arranged with the second horizontal steel pipe; an inclined steel pipe is arranged between the third horizontal steel pipe and the front vertical steel pipe; the third horizontal steel pipe, the inclined steel pipe, the front vertical steel pipe, the first horizontal steel pipe, and the rear vertical steel pipe are connected end to end in sequence, and the formed plane is parallel to the plane where the wall panels arranged on the left and right sides of the steel pipe frame are located;

[0016] Fourth horizontal steel pipes are also arranged at both ends of the inclined steel pipes, and the fourth horizontal steel pipes are perpendicular to the wall panels arranged on the left and right sides of the steel pipe frame;

[0017] The second horizontal steel pipe is vertically arranged perpendicular to the wall panels arranged on the left and right sides of the steel pipe frame;

[0018] The geogrid is arranged perpendicular to the direction of the first horizontal steel pipe within the steel pipe frame;

[0019] The flowable solidified soil includes a mixture of soil materials, curing agents, cement, and water, and is poured inside the steel pipe frame and injected into the first horizontal steel pipe, the second horizontal steel pipe, the third horizontal steel pipe, the fourth horizontal steel pipe, the inclined steel pipe, the front vertical steel pipe, and the rear vertical steel pipe.

[0020] Furthermore, the soil materials of the flowable solidified soil include treated heavy metal contaminated soil, organic contaminated soil, petroleum contaminated soil, dye contaminated soil, and pesticide contaminated soil.

[0021] Furthermore, the second horizontal steel pipe is connected to the rear vertical steel pipe and the front vertical steel pipe through buckles;

[0022] The rear vertical steel pipe is welded to the first horizontal steel pipe and the third horizontal steel pipe;

[0023] The third horizontal steel pipe is connected to the inclined steel pipe through a first connecting part, and the inclined steel pipe is also connected to the front vertical steel pipe through the first connecting part; the fourth horizontal steel pipe extends through the first connecting part towards the wall panels arranged on the left and right sides of the steel pipe frame;

[0024] The second horizontal steel pipe and the fourth horizontal steel pipe are composed of multiple sections of steel pipes assembled and spliced, and connecting threads are arranged at each connection, and they are connected through a second connecting part.

[0025] Furthermore, the connection of the first connecting part includes a connecting sleeve and two closed sleeves respectively arranged perpendicular to the connecting sleeve; threads are arranged on the inner walls of the connecting sleeve and the closed sleeves, and fixing bolts are arranged on the connecting sleeve;

[0026] The second connecting part includes a connecting sleeve with internal threads.

[0027] A construction method for an assembled multi-source solid waste flowable solidified soil vertical reinforced retaining wall structure is specifically carried out according to the following steps:

[0028] S1. Verify the stability of the assembled multi-source solid waste flowable solidified soil vertical reinforced retaining wall structure, and determine the quantity and spacing of the geogrids to be arranged;

[0029] S2. Excavate the soil, and set up a temporary support structure for the slope;

[0030] S3. Clean the bottom of the foundation pit, measure the height of the foundation pit, and set baffles around the foundation pit according to the height of the foundation pit;

[0031] S4. Install the steel pipe framework. The rectangle formed by two adjacent first horizontal steel pipes and two second horizontal steel pipes at the bottom of the steel pipe framework is taken as a single cell, and the hoisting and lifting machinery works in the single cell. Use the hoisting and lifting machinery to connect the rear vertical steel pipe, the first horizontal steel pipe, the front vertical steel pipe, the third horizontal steel pipe and the inclined steel pipe at the same cross-section at the rightmost end of the steel pipe framework; Hoist the front vertical steel pipe and the rear vertical steel pipe of adjacent cross-sections to the designated positions; Connect the second horizontal steel pipe and the fourth horizontal steel pipe with the front vertical steel pipe and the rear vertical steel pipe respectively; The hoisting and lifting machinery moves to the next single cell, and continues to connect the first horizontal steel pipe, the third horizontal steel pipe and the inclined steel pipe with the front vertical steel pipe and the rear vertical steel pipe; Until the installation of the leftmost cross-section of the framework is completed;

[0032] S5. Layout the geogrid. According to the quantity and interval calculated in S1, set vertical geogrids at a certain interval along the direction of the first horizontal steel pipe in the framework, and tie the geogrids to the first horizontal steel pipe, the third horizontal steel pipe and the inclined steel pipe through the small holes on the geogrids with steel wires;

[0033] S6. Fix the wall panel on the surface of the steel pipe framework;

[0034] S7. Configure the pumping pipe, and inject the fluidized solidified soil into the inside of the steel pipe framework and the inside of the first horizontal steel pipe, the second horizontal steel pipe, the third horizontal steel pipe, the fourth horizontal steel pipe, the inclined steel pipe, the front vertical steel pipe and the rear vertical steel pipe through the pumping pipe;

[0035] S8. Cure the injected fluidized solidified soil.

[0036] Furthermore, the specific method for verifying the stability of the assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure is as follows:

[0037] S101. Determine the dimensions of the slope retaining wall and the type of geogrid;

[0038] S102. Determine the active earth pressure coefficient K on the surface slope a :

[0039]

[0040] α is the angle between the wall back and the horizontal direction, ε is the angle between the wall back and the vertical direction, δ is the friction angle between the wall and the soil, is the internal friction angle of the retaining wall;

[0041] S103. Determine the active earth pressure E behind the retaining wall a :

[0042]

[0043] Among them, γ 1 is the natural unit weight of the soil mass behind the wall, and H is the height of the retaining wall.

[0044] S104. Determine the coefficient of passive earth pressure K in front of the wall p

[0045]

[0046] Among them, is the internal friction angle of the natural unit weight of the soil mass behind the wall;

[0047] S105. Determine the passive earth pressure E in front of the wall p :

[0048]

[0049] H 1 is the height of the soil mass at the front end of the retaining wall;

[0050] S106. Determine the remaining sliding force P on the back of the retaining wall and the inclination angle of the sliding surface through the unbalanced thrust coefficient method, and calculate the remaining sliding force P in the horizontal direction on the back of the retaining wall based on the remaining sliding force P on the back of the retaining wall and the inclination angle of the sliding surface x ;

[0051] S107. Compare the active earth pressure with the remaining sliding force in the horizontal direction on the back of the retaining wall, and use the larger value for the stability check of the retaining wall.

[0052] Furthermore, when the active earth pressure is less than the remaining sliding force in the horizontal direction on the back of the retaining wall, the stability check of the retaining wall includes:

[0053] The method for checking the anti-sliding stability is:

[0054]

[0055] Among them, E p is the passive earth pressure in front of the wall, K c is the anti-sliding safety factor; ∑N is the vertical resultant force acting on the retaining wall; μ is the friction coefficient between the retaining wall and the base;

[0056] When the active earth pressure E a behind the retaining wall is greater than the remaining sliding force P x in the horizontal direction on the back of the retaining wall, replace the remaining sliding force P x in the formula with the active earth pressure E a behind the retaining wall;

[0057] The method for checking the anti-overturning stability is:

[0058]

[0059] Among them, K 0 is the anti-overturning safety factor, M G is the anti-overturning moment provided by the wall weight, M T is the anti-overturning moment provided by the passive earth pressure, M E is the overturning moment caused by the landslide thrust;

[0060] The checking calculation method for the base stress and the resultant eccentricity is as follows:

[0061] Determine the lever arm Z of the vertical force at the base to the toe of the wall N :

[0062]

[0063] Determine the resultant eccentricity e:

[0064]

[0065] Among them, B is the width of the retaining wall;

[0066] The checking calculation method for the base stress is as follows:

[0067]

[0068] Among them, G is the weight of the retaining wall; σ 1 and σ 2 are the base stresses on the left and right sides of the retaining wall respectively; [σ] is the characteristic value of the bearing capacity of the foundation;

[0069] The checking calculation method for the anti-cracking strength σ of the retaining wall is as follows:

[0070]

[0071] Among them, f t is the tensile strength of the fluidized solidified soil, and σ is the stress in the wall body;

[0072] When the active earth pressure E a behind the retaining wall is greater than the remaining sliding force P x in the horizontal direction of the retaining wall back, replace the remaining sliding force P x in the formula with the active earth pressure E a behind the retaining wall;

[0073] Calculation of the shear strength of the retaining wall:

[0074] Take the cross-section at one-third of the wall height for shear force checking calculation. The design shear strength value of the geogrid is f r , and the relationship between the shear strength f v of the fluidized solidified soil and the compressive strength f f is as follows:

[0075]

[0076] Check the shear strength τ:

[0077]

[0078] n is the number of rows of geogrid laid;

[0079] When the active earth pressure E behind the retaining wall a is greater than the remaining sliding force P in the horizontal direction of the retaining wall back x At this time, replace the remaining sliding force P in the formula x with the active earth pressure E behind the retaining wall a ;

[0080] Check the pull-out stability of the geogrid:

[0081] The friction force T between the geogrid and the fluidized solidified soil p is:

[0082]

[0083] Among them, f is the apparent friction coefficient between the geogrid and the soil, l 1 is the length of the geogrid, K a is the active earth pressure coefficient of the fill surface slope, γ 1 is the natural unit weight of the soil behind the wall, and h is the distance from the geogrid to the midpoint of the compression zone;

[0084] The tension T on the geogrid:

[0085]

[0086] M OA is the bending moment on the bottom surface of the retaining wall,

[0087] The safety factor K of the geogrid pull-out stability coefficient:

[0088]

[0089] When the active earth pressure E behind the retaining wall a is greater than the remaining sliding force P in the horizontal direction of the retaining wall back x At this time, replace the remaining sliding force P in the formula x with the active earth pressure E behind the retaining wall a .

[0090] Furthermore, the method for determining the number and spacing of geogrids is specifically as follows:

[0091] Conduct a force balance analysis on the bottom surface of the retaining wall structure:

[0092] α1 f f b x x = nT al a

[0093] where x is the width of the compression zone, n is the number of rows of geogrids laid, α 1 is the equivalent conversion coefficient, a is the width of the geogrid, b x is the length of the retaining wall; f f is the compressive strength of the flowing and solidified soil, T al is the allowable tensile strength of the geogrid; and then taking the moment of the tensile force about the center of the compression zone gives:

[0094]

[0095] where B is the width of the retaining wall. Based on the force balance at the bottom surface of the retaining wall structure and taking the moment of the tensile force about the center of the compression zone, the number n of geogrids and the spacing d between geogrids are determined.

[0096] Compared with the prior art, the beneficial effects of the present invention include the following points

[0097] 1. The retaining wall of the present invention adopts a steel pipe frame structure for standardized processing and prefabrication in the factory, and utilizes the characteristics of high strength, low permeability and long-term stability of the flowing and solidified soil, thereby ensuring the consistency and controllability of the project quality. In addition, from the perspective of material cost, the price of the flowing and solidified soil is much lower than that of traditional materials such as block stones, rubble stones and concrete, showing obvious economic advantages.

[0098] 2. The rapid assembly of the steel pipe components on site and the multi-point, multi-surface, compartmentalized and layered injection of the flowing and solidified soil of the present invention realize continuous construction and rapid construction, greatly improve the construction efficiency, significantly shorten the project cycle, reduce the overall cost, and still can meet the expected quality standards.

[0099] 3. The main assembly work of the retaining wall of the present invention is completed on site, greatly reducing the construction waste and dust emissions during the construction process, meeting the higher standard environmental protection requirements. In addition, the flowing and solidified soil can locally and massively treat engineering mud and other muck-like construction waste, and effectively utilize local industrial waste residues, realizing the recycling of waste resources. This process not only avoids the dust pollution during construction, truly realizes the goals of "energy conservation, land conservation, material conservation and environmental protection", but also brings significant social and economic benefits, which is of great significance for promoting the sustainable development of society.

[0100] 4. The embodiment of the present invention proposes a new arrangement method for vertical reinforcement of geogrids. The arrangement direction of the geogrids is perpendicular to the shear direction, so that the tensile effect of the geogrids is fully exerted during the shear process, contributing to the shear strength of the retaining wall. The vertical arrangement can improve the utilization rate of the geogrids and enhance the shear strength of the retaining wall. By utilizing the characteristic that the geogrids have an average diffusion property for pressure, the ability of the surface layer to resist local impact can be greatly enhanced, making the retaining wall more stable.

[0101] 5. The present invention systematically performs stability calculations on the retaining wall and the internal reinforcement materials to accurately complete the reinforcement design in the retaining wall. This method is based on a detailed analysis of the tensile forces borne by the reinforcement materials in the compression zone and the tension zone of the retaining wall, and reasonably derives the reinforcement scheme; it can make full use of the average diffusion characteristics of the reinforcement materials, significantly improve the ability of the surface layer to resist local impact, thereby greatly enhancing the overall stability and structural safety of the retaining wall. In addition, this design not only optimizes the use efficiency of materials, but also simplifies the construction process, reduces the construction cost, and provides an effective solution for the construction of retaining walls under complex geological conditions. BRIEF DESCRIPTION OF THE DRAWINGS

[0102] In order to more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the drawings required for use in the description of the embodiments or the prior art. Obviously, the drawings in the following description are only some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings.

[0103] Figure 1 It is an elevation view of the steel pipe frame structure of the embodiment of the present invention;

[0104] Figure 2 It is a side view of the assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure of the embodiment of the present invention;

[0105] Figure 3 It is a side view of the connector in the steel pipe frame structure of the embodiment of the present invention;

[0106] Figure 4 It is a side view of the slope and the retaining wall of the embodiment of the present invention;

[0107] Figure 5 It is a cross-sectional force diagram of the retaining wall of the embodiment of the present invention;

[0108] Figure 6 It is a schematic diagram of the geogrid pull-out test of the embodiment of the present invention;

[0109] Figure 7 It is a schematic diagram of the interface strength envelope of the geogrid and the fluidized solidified soil of the embodiment of the present invention;

[0110] In the figure, 1 is a slope; 2 is a steel pipe framework; 21 is a front vertical steel pipe, 211 is a connecting thread, 212 is a first connecting part, 213 is a buckle; 22 is a rear vertical steel pipe; 23 is a first horizontal steel pipe; 24 is a second horizontal steel pipe, 241 is a second connecting part; 25 is a third horizontal steel pipe; 26 is a fourth horizontal steel pipe, 261 is a fixing bolt; 27 is an inclined steel pipe; 28 is a wall panel; 3 is a geogrid; 31 is a small hole; 4 is a fluidized solidified soil. Detailed implementation manners

[0111] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0112] As Figures 1 - 2 , this implementation manner provides an assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure, including a steel pipe framework 2, a geogrid 3, and a fluidized solidified soil 4.

[0113] In some possible implementation manners, the steel pipe framework 2 includes a front vertical steel pipe 21, a rear vertical steel pipe 22, a first horizontal steel pipe 23, a second horizontal steel pipe 24, a third horizontal steel pipe 25, a fourth horizontal steel pipe 26, an inclined steel pipe 27, and a wall panel 28.

[0114] As Figure 1 , in some possible implementation manners, the front vertical steel pipe 21, the first horizontal steel pipe 23, and the second horizontal steel pipe 24 are perpendicular to each other, the front vertical steel pipe 21 is arranged parallel to the rear vertical steel pipe 22, the front vertical steel pipe 21 and the rear vertical steel pipe 22 are perpendicular to the ground, and the rear vertical steel pipe 22 is closely arranged against the slope 1; the third horizontal steel pipe 25 is arranged parallel to the first horizontal steel pipe 23, and the third horizontal steel pipe 25 is simultaneously perpendicular to the fourth horizontal steel pipe 26, the second horizontal steel pipe 24, and the rear vertical steel pipe 22; the second horizontal steel pipe 24 is parallel to the fourth horizontal steel pipe 26 and the other second horizontal steel pipe 24; all the inclined steel pipes 27 are in the same plane and parallel, and the inclined steel pipe 27 is simultaneously perpendicular to the fourth horizontal steel pipe 26 and the second horizontal steel pipe 24 in space; the wall panels 28 arranged on the left and right sides of the steel pipe framework 2 are perpendicular to the second horizontal steel pipe 24 and the fourth horizontal steel pipe 26 in space, and are parallel to the plane formed by the front vertical steel pipe 21, the rear vertical steel pipe 22, the inclined steel pipe 27, the first horizontal steel pipe 23, and the third horizontal steel pipe 25 in space.

[0115] The first horizontal steel pipe 23, the second horizontal steel pipe 24, the third horizontal steel pipe 25, the fourth horizontal steel pipe 26, the inclined steel pipe 27, the front vertical steel pipe 21, and the rear vertical steel pipe 22 are filled with flowing soil-cement 4.

[0116] In some specific embodiments, the front vertical steel pipe 21 is vertically arranged, and a connecting thread 211 is provided at the upper end, which is screwed to one end of the first connecting portion 212. The lower end of the front vertical steel pipe 21 is connected to the first horizontal steel pipe 23 by welding and is connected to the second horizontal steel pipe 24 using a buckle 213. The flowing soil-cement 4 is injected into the steel pipe.

[0117] The rear vertical steel pipe 22 is vertically arranged, connected to the second horizontal steel pipe 24 using a buckle 213 at the upper end, connected to the third horizontal steel pipe 25 by welding, connected to the second horizontal steel pipe 24 using a buckle 213 in the middle, connected to the second horizontal steel pipe 24 using a buckle 213 at the lower end, and connected to the first horizontal steel pipe 23 by welding. The flowing soil-cement 4 is injected into the steel pipe.

[0118] The first horizontal steel pipe 23 is horizontally arranged at the bottom of the frame and is respectively connected to the front vertical steel pipe 21 and the rear vertical steel pipe 22 by welding. The flowing soil-cement 4 is injected into the steel pipe.

[0119] The second horizontal steel pipe 24 is provided in multiple segments and is horizontally arranged, connected to the front vertical steel pipe 21 and the rear vertical steel pipe 22 using a buckle 213. A connecting thread 211 is provided at each connection of the second horizontal steel pipe 24 and is connected through the second connecting portion 241. The flowing soil-cement 4 is injected into the steel pipe.

[0120] The third horizontal steel pipe 25 is horizontally arranged at the top of the frame, connected to the rear vertical steel pipe 22 by welding at one end, and screwed to the first connecting portion 212 at the other end. The flowing soil-cement 4 is injected into the steel pipe.

[0121] Such as Figure 3 , in some specific embodiments, the first connecting portion 212 includes three sleeves with internal threads provided on the inner walls; specifically, it includes a communicating sleeve and two closed sleeves respectively arranged perpendicular to it, and the included angle between the two closed sleeves can be set according to actual needs.

[0122] The fourth horizontal steel pipe 26 is provided in multiple segments and is horizontally arranged, passing through the communicating sleeve of the first connecting portion 212. A connecting thread 211 is provided at each connection of the fourth horizontal steel pipe 26 and is connected using the second connecting portion 241. The flowing soil-cement 4 is injected into the steel pipe.

[0123] In some specific embodiments, the second connecting portion 241 is a communicating sleeve with internal threads.

[0124] The position where the inclined steel pipe 27 is arranged on the wall is inclined. Connecting threads 211 are provided at both ends and are respectively screwed into the first connecting part 212, and fluidized solidified soil 4 is injected into the steel pipe.

[0125] In some specific embodiments, fixing bolts 261 are provided on the connecting sleeve of the first connecting part 212 to prevent the fourth horizontal steel pipe 26 passing through the first connecting part 212 from rotating relative to it.

[0126] The wall panel 28 is arranged on the left side, right side, front side of the steel pipe frame 2 and on the inclined plane formed by the inclined steel pipe 27 and the fourth horizontal steel pipe 26. The wall panel 28 is fixed to the steel pipe frame 2 with bolts to form a sealed frame structure to prevent the fluidized solidified soil 4 from leaking or running out.

[0127] The geogrid 3 is a biaxial geogrid 3. As Figure 1 and 2 shown, a plurality of vertical geogrids 3 are arranged at regular intervals in the steel pipe frame 2 perpendicular to the direction of the first horizontal steel pipe 23. The geogrids 3 are tied to the first horizontal steel pipe 23, the third horizontal steel pipe 25 and the inclined steel pipe 27 with steel wires through the small holes 31 to prevent the geogrids 3 from moving.

[0128] The fluidized solidified soil 4 is a mixture of soil materials, curing agents, cement and water. The soil materials preferably include clay, silty clay, sandy silt, etc., with an organic matter content not greater than 5%, and its particle size not greater than 50 mm. Generally, it belongs to coarse-grained soil and fine-grained soil. Untreated contaminated soil cannot be used as the raw material of the solidified soil. The curing agent uses an inorganic hydraulic binder mainly composed of CaO, SiO 2 and Al 2 O 3 After the curing agent is fully mixed with the engineering soil, through the physical and chemical reactions between its own components and with the soil, the physical and mechanical properties of the soil can be significantly improved to form a solidified body that meets environmental standards and remains stable for a long time.

[0129] In some specific embodiments, the soil material of the fluidized solidified soil 4 includes treated contaminated soil; specifically, it includes treated heavy metal contaminated soil, organic contaminated soil, petroleum contaminated soil, dye contaminated soil, and pesticide contaminated soil. Among them, heavy metal contaminated soil is treated by methods such as chemical stabilization, solidification / stabilization, and soil washing. By adding solidifying agents such as cement, lime, or fly ash, heavy metals are fixed in soil particles to prevent their migration. Organic contaminated soil is treated by methods such as biodegradation, thermal desorption, or chemical oxidation to remove pollutants. Treatment measures for petroleum contaminated soil include physical separation, chemical oxidation, and bioremediation to remove petroleum components. Dye contaminated soil is purified by adsorption materials (such as activated carbon), chemical oxidation, or biodegradation means. Pesticide contaminated soil is treated by methods such as biodegradation, chemical decomposition, or soil washing to decompose residual pesticides. After the above treatment, these soils can all be used as one of the raw materials for preparing fluidized solidified soil to achieve resource recycling.

[0130] Example 1

[0131] This example provides a method for checking the stability of a vertical reinforced retaining wall made of fluidized solidified soil 4 and a method for calculating the distribution of geogrids 3. The slope 1 and the dimensions of the retaining wall are as Figure 4 shown. The height H of the retaining wall is 6 m, the width B is 4.5 m, the height of the soil in front of the retaining wall is H 1 = 2 m, the unit weight γ of the retaining wall is 26 kN / m 3 , the cohesion c within the retaining wall is 80 kPa, and the internal friction angle The natural unit weight of the soil behind the retaining wall is γ 1 = 19 kN / m 3 , the cohesion c of the soil is 1 = 25 kPa, and the internal friction angle The wall back is vertical, the inclination angle α = 90°, ε = 0°, the wall is rigid, the wall back is rough, and the friction angle between the wall and the soil is δ. The value of δ is (0.33 - 0.5) Therefore, δ is taken as 6°. The geogrid 3 is a biaxial geogrid 3, and the ultimate tensile strength is T ult = 100 kN / m, and its allowable tensile strength is

[0132] Coefficient of active earth pressure on the surface of the fill:

[0133]

[0134] α is the angle between the wall back and the horizontal direction, ε is the angle between the wall back and the vertical direction, δ is the friction angle between the wall and the soil, is the internal friction angle of the retaining wall;

[0135] Active earth pressure behind the retaining wall;

[0136]

[0137] Among them, K a is the coefficient of active earth pressure;

[0138] Coefficient of passive earth pressure in front of the wall:

[0139]

[0140] The passive earth pressure E in front of the wall p :

[0141]

[0142] Among them, K p is the coefficient of passive earth pressure;

[0143] The landslide thrust is calculated using the unbalanced thrust coefficient method. The calculation results are shown in Table 1. It can be obtained that the inclination angle of the slip surface is 37.60°, and the remaining landslide thrust P on the back of the retaining wall is:

[0144] P = 383.14 kN / m (5)

[0145] The remaining landslide thrust P in the horizontal direction on the back of the retaining wall x is:

[0146] P x = 383.14 × cos37.6° = 303.56 kN / m (6)

[0147] Table 1 Calculation results of the remaining landslide thrust obtained by the unbalanced thrust coefficient method

[0148] Strip number Length of sliding surface (m) Inclination angle of sliding surface (°) Residual downward sliding force (kN / m) 1 0.74 37.60 383.14 2 0.75 38.81 369.97 3 0.76 40.03 354.89 4 0.78 41.27 337.92 5 0.79 42.54 319.12 6 0.81 43.84 298.57 7 0.83 45.16 276.36 8 0.85 46.52 252.62 9 0.87 47.91 227.52 10 0.90 49.34 201.25 11 0.93 50.81 174.05 12 0.96 52.33 146.20 13 0.99 53.90 118.06 14 1.03 55.54 90.04 15 1.08 57.24 62.65 16 1.14 59.03 36.69 17 1.20 60.92 16.11 18 1.28 62.93 3.34 19 1.39 65.09 0 20 1.52 67.44 0

[0149] Compare the active earth pressure behind the retaining wall with the landslide thrust, and take the larger value for the stability check of the retaining wall using the landslide thrust,

[0150] Weight of the retaining wall:

[0151] G 1 = Aγ = 598 kN / m (7)

[0152] In the formula, A is the area of the retaining wall A = 18 m 2 , and from the above calculation, the summary of each parameter of the retaining wall section is shown in Table 2:

[0153] Table 2 List of retaining wall section parameters

[0154]

[0155] Reinforcement calculation:

[0156] The bending moment on the bottom surface OA is:

[0157] M OA = 607.12 kN·m (8)

[0158] Take the length b of the retaining wall x = 1, the width a of the geogrid 3 = 1, and the compressive strength of the fluidized solidified soil 4 is: f f = 0.8 N / mm 2 , the tensile force that the geogrid 3 can withstand per unit width, i.e., the allowable tensile strength, is: T al = 44 kN / m. The solution of the problem is transformed into the balance of force and moment. Since on the AB section, the compressive stress of the fluidized solidified soil 4 in the compression zone is not evenly distributed, in actual treatment, it can be equivalent to a rectangular stress, that is, the stress on it is all α 1 f f , where α 1 is the equivalent conversion coefficient, take α 1 = 1. As Figure 5 , from the force balance on the OA section, we get:

[0159] α 1 f f b x x = nT al a (9)

[0160] In the formula, x is the width of the compression zone, n is the number of rows of the geogrid 3 laid, and a is the width of the geogrid 3; then, taking the moment of the tensile force about the center of the compression zone, we get:

[0161] M OA ≤ T al a(h 1 + h 2 +…+ h n ) (10)

[0162] That is:

[0163] That is: Combining with formula (9), we get: x = 55n, 3.7 ≤ n ≤ 13.4.

[0164] In the formula, h n is the distance from the nth geogrid 3 to the midpoint of the compression zone, B is the width of the retaining wall, d is the spacing distance of the geogrid 3, take d = 500 mm. It is calculated that n is an integer greater than 3.7 and less than 13.4. Therefore, the number of reinforcement rows can be designed as 4 rows. At this time, the width of the compression zone x = 220 mm.

[0165] Check of anti-sliding stability

[0166]

[0167] The anti-sliding stability check calculation of the retaining wall is qualified.

[0168] Where: K c , the anti-sliding safety factor, which needs to be greater than 1.3; E p , the passive earth pressure acting on the retaining wall; μ, the friction coefficient between the retaining wall and the base, taking 0.5; ∑N is the vertical resultant force acting on the retaining wall.

[0169] Anti-overturning stability check calculation

[0170]

[0171] The anti-overturning stability check calculation of the retaining wall is qualified.

[0172] Where: K 0 , the anti-overturning safety factor, which needs to be greater than 1.4; M G , the anti-overturning moment provided by the self-weight of the wall; M T , the anti-overturning moment provided by the passive earth pressure; M E , the overturning moment caused by the landslide thrust.

[0173] Base stress and resultant eccentricity check calculation

[0174] The lever arm of the normal force on the base to the toe of the wall:

[0175]

[0176] Resultant eccentricity:

[0177]

[0178] The resultant eccentricity check calculation of the retaining wall is qualified.

[0179] Base stress check calculation:

[0180]

[0181] σ 1 = 210.89 kPa, σ 2 = 54.88 kPa are both less than the characteristic value of the bearing capacity of the foundation [σ] = 350 kPa, and the base stress check calculation of the retaining wall is qualified.

[0182] Calculation of the anti-cracking strength of the retaining wall

[0183]

[0184] σ is the stress (tensile stress or compressive stress) in the wall body, σ < f t = 0.5 N / mm 2 , f tLet it be the tensile strength of the flow - state solidified soil 4. The stress within the wall is less than the tensile strength of the flow - state solidified soil 4, and the anti - cracking strength of the retaining wall meets the requirements.

[0185] Calculation of the shear strength of the retaining wall

[0186] Take the cross - section Ⅰ - Ⅰ at one - third of the wall height for shear force checking. The design value of the shear strength of the geogrid 3 is: f r = 25 kPa. The shear strength f of the flow - state solidified soil 4 v has the following relationship with the compressive strength f f :

[0187]

[0188] The shear strength checking formula is:

[0189]

[0190] The shear strength of the retaining wall meets the requirements.

[0191] When the active earth pressure is less than the landslide thrust, the remaining sliding force in formulas (12) - (21) becomes E a ;

[0192] Checking the pull - out stability of the geogrid 3

[0193] The geogrid 3 is subjected to a tensile force in the flow - state solidified soil 4. When the tensile force on the geogrid 3 is greater than the frictional force between the geogrid 3 and the flow - state solidified soil 4, a sliding phenomenon occurs between the geogrid 3 and the flow - state solidified soil 4. In the check of the pull - out stability of the geogrid 3, the normal pressure in the frictional force between the geogrid 3 and the flow - state solidified soil 4 is calculated using the active earth pressure, which is the smaller value between the active earth pressure and the landslide thrust. The first geogrid 3 from the wall back is subjected to the maximum tensile force, and the anti - pull - out stability of this geogrid 3 is checked:

[0194] The formula for calculating the frictional force between the geogrid 3 and the flow - state solidified soil 4 is:

[0195]

[0196] That is:

[0197] In the formula, f is the apparent friction coefficient between the geogrid 3 and the soil, which is determined according to the pull - out test. In this embodiment, f = 0.8, l 1 is the length (m) of the geogrid 3, F(H y ) is a function of σ a with respect to H y , σ a is the lateral earth pressure exerted by the surrounding flow - state solidified soil 4 on the geogrid 3, Hy The vertical distance from a point on the geogrid 3 to the top of the wall

[0198] The calculation formula for the tensile force on the geogrid 3 is as follows:

[0199]

[0200] In the formula, h is the distance from the geogrid 3 to the midpoint of the compression zone, and M OA is the bending moment on the bottom surface OA.

[0201] The safety factor of the anti-pullout stability coefficient of the geogrid 3 is calculated according to the following formula:

[0202]

[0203] The anti-pullout stability of the geogrid 3 meets the requirements.

[0204] The said pull-out test is similar to the principle of the horizontal pull-out test of the geogrid 3. As Figure 6 shown, the geogrid 3 is arranged vertically, and a vertical pull-out force is applied to it until the geogrid 3 is pulled off or pulled out; at the moment when the geogrid 3 is pulled out, the resistance of the left and right interfaces can be considered to be evenly distributed, and this value is the frictional strength of the interface. The frictional strength of the interface is often expressed by the cohesion c a and the apparent friction coefficient f. Similar to the Mohr-Coulomb strength criterion of soil, the formula is:

[0205] τ = c a + p s ·f (26)

[0206] In the formula, p s is the lateral pressure. The said pull-out test should be carried out under 4 different lateral pressures p s , and the τ values are measured respectively, and the interface strength envelope is drawn as Figure 7 shown, and its slope is the apparent friction coefficient f.

[0207] In some possible implementation manners, a construction method of an assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure is specifically carried out according to the following steps:

[0208] S1. Determine the number of vertically arranged geogrids 3 according to the calculation.

[0209] S2: Excavate the soil and set up the temporary support structure for the slope 1.

[0210] S3: Clean the bottom of the foundation pit, measure the height of the foundation pit, and set up baffles around the foundation pit according to the height of the foundation pit.

[0211] S4: Installation of the steel pipe framework 2. The rectangle formed by two adjacent first horizontal steel pipes 23 and two second horizontal steel pipes 24 at the bottom of the steel pipe framework 2 is a single cell. The hoisting machinery works in the cell. The steel pipe framework 2 is installed from right to left in a mode of cooperation between manual labor and the crane. Use the hoisting machinery to connect the rear vertical steel pipe 22, the first horizontal steel pipe 23, the front vertical steel pipe 21, the third horizontal steel pipe 25 and the inclined steel pipe 27 at the same cross-section at the rightmost end of the steel pipe framework 2; hoist the front vertical steel pipe 21 and the rear vertical steel pipe 22 at adjacent cross-sections to the designated positions; connect the second horizontal steel pipe 24 and the fourth horizontal steel pipe 26 to the front vertical steel pipe 21 and the rear vertical steel pipe 22 respectively by using snap fasteners 213 and connecting pieces; move the hoisting machinery to the next cell and connect the first horizontal steel pipe 23, the third horizontal steel pipe 25 and the inclined steel pipe 27 to the front vertical steel pipe 21 and the rear vertical steel pipe 22; at the steel pipe interfaces, place them manually for assistance to make the pipelines connect smoothly; install in this order until the installation of the leftmost cross-section of the framework is completed; in addition, for the installation of the steel pipe framework 2, after calculating the steel pipe lengths, multiple cross-sections can also be installed simultaneously to improve work efficiency.

[0212] S5: Vertically arrange the geogrid 3. Set multiple vertical geogrids 3 at certain intervals along the direction of the first horizontal steel pipe 23 in the framework. Bind the geogrid 3 to the first horizontal steel pipe 23, the third horizontal steel pipe 25 and the inclined steel pipe 27 through the small holes 31 by using steel wires to prevent the geogrid 3 from moving.

[0213] S6: Fix the wall panel 28 on the surface of the steel pipe framework 2 to prevent the leakage and running of the fluidized solidified soil 4.

[0214] S7: Configure the pumping pipes and input the fluidized solidified soil 4 through several pumping pipes simultaneously. Stop pumping when the backfill height of the fluidized solidified soil 4 reaches the upper surface of the framework.

[0215] S8: Curing.

[0216] Each embodiment in this specification is described in a related manner. For the same or similar parts among the embodiments, reference can be made to each other. Each embodiment focuses on the differences from other embodiments. In particular, for the system embodiment, since it is basically similar to the method embodiment, the description is relatively simple, and for the related parts, reference can be made to the partial description of the method embodiment.

[0217] The above are only the preferred embodiments of the present invention and are not intended to limit the protection scope of the present invention. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention are included in the protection scope of the present invention.

Claims

1. A construction method for an assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure, characterized in that: The assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure comprises a wall panel (28), a steel pipe frame (2), a geogrid (3) and fluidized solidified soil (4); The wall panels (28) are arranged on the left side, the right side, the front side of the steel tube frame (2) and on the inclined surface formed by the inclined steel tube (27) and the fourth horizontal steel tube (26); The steel tube frame (2) comprises a front vertical steel tube (21), a first horizontal steel tube (23), and a plurality of second horizontal steel tubes (24); The front vertical steel pipe (21), the first horizontal steel pipe (23), and the second horizontal steel pipe (24) are vertically connected to each other, and the front vertical steel pipe (21) and the rear vertical steel pipe (22) are arranged perpendicular to the ground; A rear vertical steel pipe (22) is arranged close to the slope (1), and the rear vertical steel pipe (22) is vertically connected to the third horizontal steel pipe (25) and the first horizontal steel pipe (23) respectively; a second horizontal steel pipe (24) is also vertically arranged on the rear vertical steel pipe (22); The third horizontal steel tube (25) is arranged perpendicularly to the second horizontal steel tube (24); an inclined steel tube (27) is arranged between the third horizontal steel tube (25) and the front vertical steel tube (21); the third horizontal steel tube (25), the inclined steel tube (27), the front vertical steel tube (21), the first horizontal steel tube (23), and the rear vertical steel tube (22) are connected end to end in sequence, and the plane formed is parallel to the plane of the wall panels (28) arranged on the left and right sides of the steel tube frame (2); Fourth horizontal steel pipes (26) are also provided at both ends of the inclined steel pipe (27), and the fourth horizontal steel pipe (26) is perpendicular to the wall panels (28) provided on the left and right sides of the steel pipe frame (2); The second horizontal steel pipe (24) is arranged perpendicularly to the wall panels (28) arranged on the left and right sides of the steel pipe frame (2); The geogrid (3) is arranged in the steel pipe frame (2) perpendicular to the direction of the first horizontal steel pipe (23); The fluidized solidified soil (4) comprises a mixture of soil material, a solidifying agent, cement and water, and is poured into the steel pipe frame (2) and inside the first horizontal steel pipe (23), the second horizontal steel pipe (24), the third horizontal steel pipe (25), the fourth horizontal steel pipe (26), the inclined steel pipe (27), the front vertical steel pipe (21) and the rear vertical steel pipe (22); The method for determining the number and spacing of the geogrids (3) is specifically as follows: ， in, is the width of the compression zone, The number of rows of geogrid (3) to be laid, is the equivalent conversion factor, is the width of the geogrid (3), is the retaining wall length; Compressive strength of fluidized soil (4), is the allowable tensile strength of the geogrid (3); and the moment of the tensile force about the center of the compression zone is obtained as follows: ， in, is the bending moment on the bottom surface of the retaining wall, B is the width of the retaining wall, and the number of geogrids (3) is determined based on the force balance of the bottom surface of the retaining wall structure and the moment of the tension force to the center of the compression zone. and geogrid (3) spacing ; The force balance relationship of the bottom surface of the retaining wall structure and the moment relationship between the tension and the center of the compression zone are used to determine the number of geogrids to be laid (3) .

2. The construction method of a prefabricated multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure according to claim 1, characterized in that: The plurality of second horizontal steel pipes (24) are respectively connected to the corresponding rear vertical steel pipe (22) and the front vertical steel pipe (21) via buckles (213); The rear vertical steel pipe (22) is welded to the first horizontal steel pipe (23) and the third horizontal steel pipe (25); The third horizontal steel pipe (25) is connected to the inclined steel pipe (27) via a first connection portion (212), and the inclined steel pipe (27) is also connected to the front vertical steel pipe (21) via the first connection portion (212); the fourth horizontal steel pipe (26) passes through the first connection portion (212) and extends toward the wall panels (28) arranged on the left and right sides of the steel pipe frame (2); The second horizontal steel pipe (24) and the fourth horizontal steel pipe (26) are composed of a plurality of steel pipe sections, each section of which is provided with a connecting thread (211) at the connection point, and are connected via a second connecting portion (241).

3. The construction method of a prefabricated multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure according to claim 2, characterized in that: The first connection portion (212) comprises a connecting sleeve and two closed sleeves respectively arranged perpendicular to the connecting sleeve; the inner walls of the connecting sleeve and the closed sleeve are provided with threads, and the connecting sleeve is provided with a fixing bolt (261); The second connecting portion (241) comprises a connecting sleeve with an internal thread.

4. The construction method of a prefabricated multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure according to claim 1, characterized in that: The construction method of the assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure is specifically carried out according to the following steps: S1. Verify the stability of the assembled multi-source solid waste fluidized soil vertical reinforced retaining wall structure and determine the number and spacing of the geogrids (3) to be laid; S2. Excavation and setting up temporary support structures for slopes (1); S3. Clean the bottom of the foundation pit, measure the height of the foundation pit, and set baffles around the foundation pit according to the height of the foundation pit; S4, installing the steel tube frame (2), using the rectangle formed by two adjacent first horizontal steel tubes (23) at the bottom of the steel tube frame (2) and two second horizontal steel tubes (24) at the bottom as a cell, and using the lifting and hoisting machinery to connect the rear vertical steel tube (22), the first horizontal steel tube (23), the front vertical steel tube (21), the third horizontal steel tube (25) and the inclined steel tube (27) of the same cross section at the rightmost end of the steel tube frame (2); connecting the adjacent The front vertical steel pipe (21) and the rear vertical steel pipe (22) of the cross section are hoisted to the designated position; the second horizontal steel pipe (24) and the fourth horizontal steel pipe (26) are connected to the front vertical steel pipe (21) and the rear vertical steel pipe (22) respectively; the hoisting machinery is moved to the next unit cell, and the first horizontal steel pipe (23), the third horizontal steel pipe (25) and the inclined steel pipe (27) are connected to the front vertical steel pipe (21) and the rear vertical steel pipe (22); until the leftmost cross section of the frame is installed; S5, laying out geogrids (3), obtaining the number and spacing according to S1, setting vertical geogrids (3) in the frame at a certain distance along the direction of the first horizontal steel pipe (23) according to the calculated spacing, and tying the geogrids (3) to the first horizontal steel pipe (23), the third horizontal steel pipe (25) and the inclined steel pipe (27) using steel wire ropes through the small holes (31) on the geogrids (3); S6, fixing the wall panel (28) on the surface of the steel pipe frame (2); S7, configuring a pumping pipe, and injecting fluidized solidified soil (4) into the interior of the steel pipe frame (2) and the interior of the first horizontal steel pipe (23), the second horizontal steel pipe (24), the third horizontal steel pipe (25), the fourth horizontal steel pipe (26), the inclined steel pipe (27), the front vertical steel pipe (21), and the rear vertical steel pipe (22) through the pumping pipe; S8. Maintaining the injected fluidized solidified soil (4).

5. The construction method of a prefabricated multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure according to claim 4, characterized in that: The soil material of the fluidized solidified soil (4) includes treated heavy metal contaminated soil, organic contaminated soil, petroleum contaminated soil, dye contaminated soil, and pesticide contaminated soil.

6. The construction method of a prefabricated multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure according to claim 4, characterized in that: The stability verification method of the assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure is specifically as follows: S101, determine the size of the slope (1) retaining wall and the type of geogrid (3); S102. Determine the active earth pressure coefficient on the surface slope : ， is the angle between the back of the wall and the vertical direction, is the friction angle between the wall and the soil, is the internal friction angle of the retaining wall; S103. Determine the active earth pressure behind the retaining wall ; ， in, The natural weight of the soil behind the wall. is the height of the retaining wall, S104. Determine the passive earth pressure coefficient in front of the wall ; ， in, is the natural heavy internal friction angle of the soil behind the wall; S105. Determine the passive earth pressure in front of the wall : ， is the soil height at the front end of the retaining wall; S106. Determine the residual sliding force on the back of the retaining wall by the unbalanced thrust coefficient method and the inclination of the sliding surface, and based on the residual sliding force on the back of the retaining wall Calculation of the horizontal residual sliding force on the back of retaining wall based on the sliding surface inclination ; S107. Compare the active earth pressure with the horizontal residual sliding force on the back of the retaining wall, and use the larger value to verify the stability of the retaining wall.

7. The construction method of a prefabricated multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure according to claim 6, characterized in that: In S106, when the active earth pressure is less than the horizontal residual sliding force on the back of the retaining wall, the stability verification of the retaining wall includes: The anti-sliding stability verification method is: ， in, is the passive earth pressure in front of the wall, is the anti-slip safety factor; is the vertical force acting on the retaining wall; is the friction coefficient between the retaining wall and the base; When the active earth pressure behind the retaining wall Greater than the horizontal residual sliding force on the back of the retaining wall When the residual sliding force in the above formula is Replaced by active earth pressure behind retaining wall ; The anti-overturning stability verification method is: ， in, is the safety factor against overturning, The overturning moment provided by the wall weight, The overturning moment provided by the passive earth pressure, is the overturning bending moment caused by the landslide thrust; The calculation method of base stress and resultant force eccentricity is: Determine the lever arm of the base vertical force on the wall toe : ， Determine the eccentricity of the resultant force : ， Where, B is the width of the retaining wall; The method for checking base stress is: ， in, The retaining wall is heavy; and They are the left base stress of the retaining wall and the right base stress of the retaining wall; is the characteristic value of foundation bearing capacity; Retaining wall crack strength The verification method is: ， in, is the tensile strength of the fluidized solidified soil (4); When the active earth pressure behind the retaining wall Greater than the horizontal residual sliding force on the back of the retaining wall When the residual sliding force in the above formula is Replaced by active earth pressure behind retaining wall ; Calculation of shear strength of retaining wall: The shear strength of the geogrid (3) is designed to be 1 / 3 of the wall height. , shear strength of fluidized solidified soil (4) Compressive strength The relationship is as follows: ， Calculate shear strength : ， The number of rows for laying geogrids (3); When the active earth pressure behind the retaining wall Greater than the horizontal residual sliding force on the back of the retaining wall When the residual sliding force in the above formula is Replaced by active earth pressure behind retaining wall ; Geogrid (3) Pull-out stability verification: Friction between the geogrid (3) and the fluidized solidified soil (4) for: ， in, is the apparent friction coefficient between the geogrid (3) and the soil, is the length of the geogrid (3), is the active earth pressure coefficient on the fill surface slope, The natural weight of the soil behind the wall. is the vertical distance from the point on the geogrid (3) to the top of the wall, The lateral earth pressure exerted by the surrounding fluidized solidified soil (4) on the geogrid (3); Tension on geogrid (3) : ， is the bending moment on the bottom surface of the retaining wall; is the distance from the geogrid to the midpoint of the compression zone; Geogrid (3) Pull-out stability factor Safety factor : 。

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