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

Abstract

The invention discloses a fabricated multi-source solid waste flow state solidified soil vertical reinforcement retaining wall structure and a construction method. The retaining wall structure comprises wall panels, a steel pipe frame, geogrids and flow state solidified soil. The wall panels are arranged on the left side, the right side and the front side of the steel pipe frame and an inclined face formed by 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 perpendicularly connected with one another, the front vertical steel pipe and the rear vertical steel pipe are perpendicular to the ground, and the rear vertical steel pipe is tightly attached to the side slope and perpendicularly connected with 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; the geogrids are perpendicular to the first horizontal steel pipes, and the flow-state solidified soil is poured into the steel pipe frame. According to the structure and the construction method, rapid assembly and continuous construction of the retaining wall are achieved, the cost is saved, environmental protection and energy conservation are achieved, the shear strength is improved, and the engineering quality and social benefits are improved.

Description

Technical Field

[0001] The present invention belongs to the technical field of slope treatment, and in particular relates to an assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure and a construction method. 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. In the process of advancing these projects, a large number of exposed rock slopes may be generated. When using engineering measures such as gravity retaining walls and mortar-laid stone slope protection to support the slopes, the stability of the engineering structure is mostly considered, while the pollution to the surrounding environment is ignored; reinforced soil technology does not require high bearing capacity of the foundation and has a strong adaptability to deformation. It can not only save engineering costs but also automatically restore the greening of the slope 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. It has been widely used in many fields such as foundation treatment, road construction, and environmental protection.

[0003] However, in actual applications, for slopes with complex geological conditions or large heights, relying solely on reinforced soil technology cannot provide sufficient safety guarantees. In addition, when geogrids are in harsh environments for a long time, their performance will degrade due to factors such as chemical erosion and extreme climate. Therefore, reinforced soil retaining walls not only need to provide sufficient support, but also need to have the reliability and durability to work for a long time in various environments to ensure the overall stability of the structure.

[0004] 1. Although traditional concrete retaining walls are strong, they have a long construction period and high costs. The sources of retaining wall materials are complex and the particle sizes are uneven. There are problems such as high procurement and transportation costs and relatively complex foundation design. In addition, the stones in the retaining wall may be loose or fall off, posing a potential threat to the safety of people and property.

[0005] 2. When the filling area of ​​the project is large, it is difficult to ensure the uniformity of compaction, which may lead to engineering defects such as uneven settlement and slope sliding deformation after construction.

[0006] 3. Although anchor walls and soil nail walls can provide a relatively economical reinforcement solution, their construction requires highly professional technology and equipment, has many construction processes, high technical requirements, and relatively complex designs. Especially under complex terrain conditions, construction is more difficult.

[0007] 4. The traditional reinforcement laying method in reinforced retaining walls is mainly horizontal laying. Geogrids can be divided into reinforcement areas and stable areas according to the force. Horizontal laying can better distribute the upper load evenly to the entire retaining wall structure with lower construction difficulty, which helps to improve the overall stability of the wall and prevent the soil from shifting along the sliding surface; however, horizontal laying cannot effectively utilize the tensile strength of geogrids in the vertical direction, especially in high stress areas, such as the bottom of the wall or near the line of action of active earth pressure; secondly, since the effect of geogrids in the stable area is not obvious, the bearing capacity of the entire system has not been fully utilized, which limits the overall performance improvement 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 the problems of long construction period, high cost, uneven compaction quality and great construction difficulty in the existing construction process. By deeply analyzing the stability of the soil body, designing the quantity and layout of the reinforcement materials, effectively reducing material consumption, ensuring construction quality and efficiency, and 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] In order 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; The wall panels are arranged on the left side, the right side, the front side of the steel pipe frame and the inclined surface formed by the inclined steel pipe and the fourth horizontal steel pipe; The steel pipe frame includes a front vertical steel pipe, a first horizontal steel pipe, and a second horizontal steel pipe; The front vertical steel pipe, the first horizontal steel pipe, and the second horizontal steel pipe are vertically connected to each other, and the front vertical steel pipe and the rear vertical steel pipe are arranged perpendicular to the ground; The rear vertical steel pipe is arranged close to the slope, and the rear vertical steel pipe is vertically connected to the third horizontal steel pipe and the first horizontal steel pipe respectively; the second horizontal steel pipe is also vertically arranged on the rear vertical steel pipe; The third horizontal steel pipe is arranged perpendicularly to the second horizontal steel pipe; an oblique steel pipe is arranged between the third horizontal steel pipe and the front vertical steel pipe; the third horizontal steel pipe, the oblique 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 plane formed is parallel to the plane of the wall panels arranged on the left and right sides of the steel pipe frame; A fourth horizontal steel pipe is also arranged at both ends of the inclined steel pipe, and the fourth horizontal steel pipe is perpendicular to the wall panels arranged on the left and right sides of the steel pipe frame; The second horizontal steel pipe is arranged perpendicularly to the wall panels arranged on the left and right sides of the steel pipe frame; The geogrid is arranged in the steel pipe frame perpendicular to the direction of the first horizontal steel pipe; The fluidized solidified soil includes a mixture of soil, a curing agent, cement and water, which 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.

[0011] Furthermore, the soil material of the fluidized solidified soil includes treated heavy metal contaminated soil, organic contaminated soil, petroleum contaminated soil, dye contaminated soil, and pesticide contaminated soil.

[0012] Furthermore, the second horizontal steel pipe is connected to the rear vertical steel pipe and the front vertical steel pipe by buckles; The rear vertical steel pipe is welded to the first horizontal steel pipe and the third horizontal steel pipe; The third horizontal steel pipe is connected to the oblique steel pipe through a first connection portion, and the oblique steel pipe is also connected to the front vertical steel pipe through the first connection portion; the fourth horizontal steel pipe passes through the first connection portion and extends to the wall panels arranged on the left and right sides of the steel pipe frame; The second horizontal steel pipe and the fourth horizontal steel pipe are formed by combining and splicing a plurality of sections of steel pipes, each section of the steel pipe is provided with a connecting thread at the connection point, and the steel pipes are connected by a second connecting portion.

[0013] Furthermore, the first connection portion 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 sleeve, and fixing bolts are arranged on the connecting sleeve; The second connecting portion includes a connecting sleeve with an internal thread.

[0014] A construction method for an assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure is specifically carried out in the following steps: S1. Verify the stability of the assembled multi-source solid waste flow-state solidified soil vertical reinforced retaining wall structure and determine the number and spacing of geogrids to be laid; S2. Earth excavation and setting up temporary slope support structures; 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, installation of the steel tube frame, the rectangle formed by two adjacent first horizontal steel tubes and two second horizontal steel tubes at the bottom of the steel tube frame is a cell, the lifting machinery works in the cell, and the lifting machinery is used to connect the rear vertical steel tube, the first horizontal steel tube, the front vertical steel tube, the third horizontal steel tube and the inclined steel tube of the same section at the rightmost end of the steel tube frame; the front vertical steel tube and the rear vertical steel tube of the adjacent sections are lifted to the designated position; the second horizontal steel tube and the fourth horizontal steel tube are connected to the front vertical steel tube and the rear vertical steel tube respectively; the lifting machinery is moved to the next cell, and the first horizontal steel tube, the third horizontal steel tube and the inclined steel tube are continued to be connected to the front vertical steel tube and the rear vertical steel tube; until the installation of the leftmost section of the frame is completed; S5, laying out geogrids, obtaining the quantity and intervals according to S1, setting vertical geogrids at a certain distance along the direction of the first horizontal steel pipe in the frame according to the calculated intervals, and tying the geogrids to the first horizontal steel pipe, the third horizontal steel pipe and the inclined steel pipe using steel wire ropes through the small holes on the geogrids; S6. Fix the wall panel on the surface of the steel pipe frame; S7, configuring a pumping pipe, and injecting fluidized solidified soil into the steel pipe frame and 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; S8. Maintain the injected fluidized solidified soil.

[0015] Furthermore, 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 retaining wall and the type of geogrid; S102. Determine the active earth pressure coefficient on the surface slope : , is the angle between the back of the wall and the horizontal direction, 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.

[0016] Furthermore, in S106, when the active earth pressure is less than the horizontal residual sliding force of the retaining wall back, 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 formula is Replaced with 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 fluidized solidified soil, is the stress in the wall; 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 formula is Replaced by active earth pressure behind retaining wall ; Calculation of shear strength of retaining wall: Take the section at one third of the wall height for shear force calculation, the design value of the shear strength of the geogrid is , shear strength of fluidized solidified soil Compressive strength The relationship is as follows: , Calculate shear strength : , Lay the number of rows for the geogrid; 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 formula is Replaced with active earth pressure behind retaining wall ; Geogrid pull-out stability verification: Friction between geogrid and fluidized soil for: , in, is the apparent friction coefficient between the geogrid and the soil, is the length of the geogrid, is the active earth pressure coefficient on the fill surface slope, The natural weight of the soil behind the wall. is the distance from the geogrid to the midpoint of the compression zone; Tension on geogrid : , is the bending moment on the bottom surface of the retaining wall, Geogrid pull-out stability factor Safety factor : , 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 formula is Replaced with active earth pressure behind retaining wall .

[0017] Furthermore, the method for determining the number and spacing of geogrids is as follows: Force balance analysis of the bottom surface of the retaining wall structure: , in, is the width of the compression zone, The number of rows for laying geogrids, is the equivalent conversion factor, is the geogrid width, is the retaining wall length; is the compressive strength of fluidized solidified soil, is the allowable tensile strength of the geogrid; and then the moment of the tension about the center of the compression zone is obtained: , Where B is the width of the retaining wall. The number of geogrids is determined based on the force balance of the bottom surface of the retaining wall structure and the moment of the tension to the center of the compression zone. And geogrid spacing .

[0018] Compared with the prior art, the beneficial effects of the present invention include the following points 1. The retaining wall of the present invention adopts a steel pipe frame structure and is prefabricated in a standardized manner in a factory. It also utilizes the high strength, low permeability and long-term stability characteristics of fluidized solidified soil, thereby ensuring the consistency and controllability of the engineering quality. In addition, from the perspective of material cost, the price of fluidized solidified soil is much lower than that of traditional materials such as block stone, sheet stone and concrete, showing obvious economic advantages.

[0019] 2. The rapid on-site assembly of the steel pipe assembly of the present invention and the multi-point, multi-faceted, compartmentalized and layered injection of fluidized solidified soil realize continuous construction and rapid construction, greatly improve construction efficiency, significantly shorten the project cycle, reduce overall costs, and still meet the expected quality standards.

[0020] 3. The main assembly work of the retaining wall of the present invention is completed on site, which greatly reduces the emission of construction waste and dust during the construction process, and meets higher standards of environmental protection requirements. In addition, the fluidized solidified soil can process engineering mud and other construction waste such as slag on site on a large scale, and effectively utilize local industrial waste residues to achieve the recycling of waste resources. This process not only avoids dust pollution during construction, truly achieving the goals of "energy saving, land saving, material saving and environmental protection", but also brings significant social and economic benefits, which is of great significance to promoting the sustainable development of society.

[0021] 4. The embodiment of the present invention proposes a new arrangement mode of geogrid vertical reinforcement. The arrangement direction of the geogrid is perpendicular to the shear direction. In this way, the tensile effect of the geogrid is fully utilized to contribute to the shear strength of the retaining wall during the shearing process. The vertical arrangement can improve the utilization rate of the geogrid and enhance the shear strength of the retaining wall. By utilizing the characteristic of the geogrid having average diffusion of pressure, the ability of the surface layer to resist local impact can be greatly enhanced, making the retaining wall more stable.

[0022] 5. The present invention accurately completes the reinforcement design in the retaining wall by systematically checking the stability of the retaining wall and the internal reinforcement. This method is based on a detailed analysis of the tensile force borne by the reinforcement in the compression and tension zones of the retaining wall, and reasonably derives the reinforcement scheme; it can make full use of the average diffusion characteristics of the reinforcement, significantly improve the ability of the surface layer to resist local impact, and thus greatly improve the overall stability and structural safety of the retaining wall. In addition, this design not only optimizes the efficiency of material use, but also simplifies the construction process, reduces construction costs, and provides an effective solution for retaining wall construction under complex geological conditions. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0024] Figure 1 is an elevation view of a steel tube frame structure according to an embodiment of the present invention; Figure 2 is a side view of an assembled multi-source solid waste fluidized solidified soil vertically reinforced retaining wall structure according to an embodiment of the present invention; Figure 3 is a side view of a connecting member in a steel pipe frame structure according to an embodiment of the present invention; Figure 4 is a side view of a slope and a retaining wall according to an embodiment of the present invention; Figure 5 is a force diagram of a retaining wall cross section according to an embodiment of the present invention; Figure 6 Schematic diagram of geogrid pull-out test according to an embodiment of the present invention; Figure 7 It is a schematic diagram of the strength envelope of the interface between the geogrid and the fluidized solidified soil according to an embodiment of the present invention; In the figure, 1, slope; 2, steel pipe frame; 21, front vertical steel pipe; 211, connecting thread; 212, first connecting part; 213, buckle; 22, rear vertical steel pipe; 23, first horizontal steel pipe; 24, second horizontal steel pipe; 241, second connecting part; 25, third horizontal steel pipe; 26, fourth horizontal steel pipe; 261, fixing bolt; 27, inclined steel pipe; 28, wall panel; 3, geogrid; 31, small hole; 4, fluidized solidified soil. DETAILED DESCRIPTION

[0025] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0026] like Figure 1~2 This embodiment provides an assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure, including a steel pipe frame 2, a geogrid 3 and fluidized solidified soil 4.

[0027] In some possible implementations, the steel pipe frame 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 .

[0028] like Figure 1In some possible implementations, 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 in parallel with 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 arranged close to the slope 1; the third horizontal steel pipe 25 is arranged in parallel with the first horizontal steel pipe 23, and the third horizontal steel pipe 25 is 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 2 4 is parallel to the fourth horizontal steel tube 26 and the second horizontal steel tube 24; all the inclined steel tubes 27 are on the same plane and parallel, and the inclined steel tube 27 is perpendicular to the fourth horizontal steel tube 26 and the second horizontal steel tube 24 in space; the wall panels 28 arranged on the left and right sides of the steel tube frame 2 are perpendicular to the second horizontal steel tube 24 and the fourth horizontal steel tube 26 in space, and are parallel to the plane formed by the front vertical steel tube 21, the rear vertical steel tube 22, the inclined steel tube 27, the first horizontal steel tube 23, and the third horizontal steel tube 25 in space.

[0029] The fluidized solidified soil 4 is injected into 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 .

[0030] In some specific embodiments, the front vertical steel pipe 21 is arranged vertically, and a connecting thread 211 is provided at the upper end, which is screwed to one end of the first connecting part 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 by a snap 213, and fluidized solidified soil 4 is injected into the steel pipe.

[0031] The rear vertical steel pipe 22 is arranged vertically, the upper end is connected to the second horizontal steel pipe 24 by a clip 213, and is connected to the third horizontal steel pipe 25 by welding, the middle is connected to the second horizontal steel pipe 24 by a clip 213, the lower end is connected to the second horizontal steel pipe 24 by a clip 213, and is connected to the first horizontal steel pipe 23 by welding, and fluidized solidified soil 4 is injected into the steel pipe.

[0032] The first horizontal steel pipe 23 is horizontally arranged at the bottom of the frame, and its two ends are respectively connected to the front vertical steel pipe 21 and the rear vertical steel pipe 22 by welding, and fluidized solidified soil 4 is injected into the steel pipe.

[0033] The second horizontal steel pipe 24 is provided with multiple sections and arranged horizontally, and is connected to the front vertical steel pipe 21 and the rear vertical steel pipe 22 using a snap 213. A connecting thread 211 is provided at each connection of the second horizontal steel pipe 24, and is connected through a second connecting part 241, and fluidized solidified soil 4 is injected into the steel pipe.

[0034] The third horizontal steel pipe 25 is horizontally arranged on the top of the frame, one end of which is connected to the rear vertical steel pipe 22 by welding, and the other end is screwed to the first connecting part 212, and the fluidized solidified soil 4 is injected into the steel pipe.

[0035] like Figure 3 In some specific embodiments, the first connecting portion 212 includes three sleeves with threads on the inner walls; specifically, it includes a connecting sleeve and two closed sleeves respectively arranged perpendicularly thereto, and the angle between the two closed sleeves can be set according to actual needs.

[0036] The fourth horizontal steel pipe 26 is provided in multiple sections and arranged horizontally, passing through the connecting sleeve of the first connecting part 212. A connecting thread 211 is provided at the connection of each section of the fourth horizontal steel pipe 26 and connected using the second connecting part 241. The fluidized solidified soil 4 is injected into the steel pipe.

[0037] In some specific implementations, the second connecting portion 241 is a connecting sleeve with internal threads.

[0038] The inclined steel pipe 27 is arranged at the wall surface, arranged obliquely, and has connecting threads 211 at both ends, which are respectively screwed into the first connecting parts 212, and the fluidized solidified soil 4 is injected into the steel pipe.

[0039] In some specific implementations, a fixing bolt 261 is provided on the connecting sleeve of the first connecting portion 212 to prevent the fourth horizontal steel pipe 26 passing through the first connecting portion 212 from rotating relative to the first connecting portion 212 .

[0040] The wall panels 28 are arranged on the left side, right side, front side and the inclined surface formed by the inclined steel pipe 27 and the fourth horizontal steel pipe 26 of the steel pipe frame 2. The wall panels 28 are 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.

[0041] The geogrid 3 is a bidirectional geogrid 3. Figure 1 and 2 As 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, and the geogrids 3 are tied to the first horizontal steel pipe 23, the third horizontal steel pipe 25 and the inclined steel pipe 27 using steel wire ropes through small holes 31 to prevent the geogrids 3 from moving.

[0042] The fluidized solidified soil 4 comprises a mixture of soil material, a curing agent, cement and water. The soil material preferably uses clay, silty clay, sandy silt soil, etc., with an organic matter content of no more than 5% and a particle size of no more than 50 mm. It generally belongs to coarse-grained soil and fine-grained soil. Untreated contaminated soil shall not be used as the raw material of the solidified soil. The curing agent uses an inorganic hydraulic cementitious material with CaO, SiO2 and Al2O3 as the main components. After the curing agent is fully mixed with the engineering soil, the physical and chemical reactions between its own components and between the soil can significantly improve the physical and mechanical properties of the soil, forming a solidified body that meets environmental standards and maintains long-term stability.

[0043] In some specific embodiments, the soil material of the fluidized solidified soil 4 includes treated contaminated soil; specifically including treated heavy metal contaminated soil, organic contaminated soil, petroleum contaminated soil, dye contaminated soil, and pesticide contaminated soil; wherein the heavy metal contaminated soil is treated by chemical stabilization, solidification / stabilization, and soil leaching, and by adding a solidifying agent such as cement, lime or fly ash, the heavy metals are fixed in the soil particles to prevent their migration; the organic contaminated soil is removed by biodegradation, thermal desorption or chemical oxidation; the 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; pesticide contaminated soil is decomposed by biodegradation, chemical decomposition or soil leaching to decompose residual pesticides. After the above treatment, these soils can be used as one of the raw materials for preparing fluidized solidified soil to achieve resource recycling.

[0044] Example 1 This embodiment provides a method for calculating the stability of a vertically reinforced retaining wall made of assembled fluidized solidified soil 4 and a method for calculating the distribution of geogrids 3. Figure 4 As shown, the height of the retaining wall ,width , the soil height at the front end of the retaining wall is , the weight of the retaining wall , cohesion in retaining wall , internal friction angle The natural weight of the soil behind the wall is , soil cohesion , internal friction angle , wall back vertical, inclination , , the wall is rigid, the back of the wall is rough, and the friction angle between the wall and the soil is , The value is (0.33~0.5) , so Take the 6° geogrid 3 as the bidirectional geogrid 3, and the ultimate tensile strength is , its allowable tensile strength is .

[0045] Active earth pressure coefficient of fill surface slope: (1) is the angle between the back of the wall and the horizontal direction, 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; Active earth pressure behind retaining wall; (2) in is the active earth pressure coefficient; Passive earth pressure coefficient in front of the wall: (3) Passive earth pressure in front of wall : (4) in is the passive earth pressure coefficient; The landslide thrust is calculated using the unbalanced thrust coefficient method. The calculation results are shown in Figure 1. The sliding surface inclination is 37.60° and the residual sliding force on the back of the retaining wall is for: (5) Horizontal residual sliding force on the back of retaining wall for: (6) Table 1 Calculation results of residual sliding force using the unbalanced thrust coefficient method

[0046] Compare the active earth pressure behind the retaining wall with the landslide thrust, and take the larger one. Use the landslide thrust to check the stability of the retaining wall.

[0047] Retaining wall weight: (7) In the formula, The area of ​​retaining wall , Based on the above calculations, the parameters of the retaining wall section are summarized in Table 2: Table 2 List of retaining wall section parameters , Reinforcement calculation: The bending moment on the bottom surface OA is: (8) Take the retaining wall length , geogrid 3 width , the compressive strength of fluidized solidified soil 4 is: The tensile force that the geogrid can withstand per unit width is the allowable tensile strength: , the solution of the problem is transformed into the balance of force and moment. Since the compressive stress of the fluidized solidified soil 4 in the compression zone is not evenly distributed on the AB section, it can be equivalent to rectangular stress in actual processing, that is, the stress on it is ,in is the equivalent conversion factor, take .like Figure 5 , according to the force balance on the OA section: (9) In the formula, is the width of the compression zone, The number of rows for geogrid 3, is the width of geogrid 3; and then the moment of the tension to the center of the compression zone is obtained: (10) Right now: (11) Right now: , combining equation (9) to get: , .

[0048] In the formula, For the The distance from the geogrid 3 to the midpoint of the compression zone, , is the width of the retaining wall, is the distance between geogrids 3, take , calculated from is an integer greater than 3.7 and less than 13.4, so the number of reinforced columns can be designed to be 4, and the width of the compression zone is .

[0049] Anti-sliding stability calculation (12) The anti-sliding stability verification of the retaining wall passed.

[0050] Where: , the anti-slip safety factor must be greater than 1.3; , passive earth pressure acting on the retaining wall; , the friction coefficient between the retaining wall and the base is taken as 0.5; , the vertical force acting on the retaining wall.

[0051] Anti-overturning stability calculation (13) The anti-overturning stability verification of the retaining wall passed.

[0052] Where: , the anti-overturning safety factor must be greater than 1.4; , the overturning moment resistance provided by the wall weight; , the anti-overturning bending moment provided by the passive earth pressure; , the overturning bending moment caused by the landslide thrust.

[0053] Verification of base stress and resultant force eccentricity The moment arm of the base normal force on the wall toe: (14) Resultant eccentricity: (15) The calculation of the eccentricity of the resultant force of the retaining wall is qualified.

[0054] Base stress verification: (16) (17) Both are less than the characteristic value of foundation bearing capacity , the stress calculation of retaining wall base is qualified.

[0055] Calculation of crack resistance of retaining wall (18) is the stress in the wall (tensile or compressive) , is the tensile strength of the fluidized solidified soil 4, the stress in the wall is less than the tensile strength of the fluidized solidified soil 4, and the crack resistance of the retaining wall meets the requirements.

[0056] Calculation of shear strength of retaining wall Take section Ⅰ-Ⅰ at one-third of the wall height for shear force verification. The design value of the shear strength of geogrid 3 is: , shear strength of fluidized solidified soil 4 Compressive strength The relationship is as follows: (20) The shear strength calculation formula is: (twenty one) The shear strength of the retaining wall meets the requirements.

[0057] When the active earth pressure is less than the landslide thrust, the residual sliding force of equations (12) to (21) becomes ; Geogrid 3 Pull-out Stability Verification The geogrid 3 is subjected to tension in the fluidized solidified soil 4. When the tension on the geogrid 3 is greater than the friction between the geogrid 3 and the fluidized solidified soil 4, slippage occurs between the geogrid 3 and the fluidized solidified soil 4. In the pullout stability verification of the geogrid 3, the positive pressure in the friction between the geogrid 3 and the fluidized solidified soil 4 is calculated using the smaller active earth pressure and the landslide thrust. The first geogrid 3 from the back of the wall is subjected to the largest tension, and the pullout stability of the geogrid 3 is verified: The friction force calculation formula between the geogrid 3 and the fluidized solidified soil 4 is: (twenty two) Right now: , In the formula is the friction coefficient between the geogrid 3 and the soil, which is determined by the pull-out test. , is the length of geogrid 3 (m), for about The function of It is the lateral earth pressure exerted on the geogrid 3 by the surrounding fluidized solidified soil 4.

[0058] The calculation formula of the tension on the geogrid 3 is: (twenty four) In the formula is the distance from the geogrid 3 to the midpoint of the compression zone, is the bending moment on the bottom surface OA.

[0059] The safety factor of geogrid 3 pull-out stability factor is calculated as follows: (25) The pull-out stability of geogrid 3 meets the requirements.

[0060] The pull-out test is similar to the geogrid 3 horizontal pull-out test principle, such as Figure 6 As shown in the figure, the geogrid 3 is arranged vertically and a vertical pulling force is applied to it until the geogrid 3 is broken 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 friction strength of the interface. The friction strength of the interface is usually expressed as cohesion. and friction coefficient It is similar to the Mohr-Coulomb strength criterion of soil, and the formula is: (26) In the formula For lateral pressure, the pull-out test for trapezoidal load shall be carried out at 4 different lateral pressures. The following are carried out and the Value, draw the interface strength envelope as Figure 7 As shown, its slope is the friction coefficient .

[0061] In some possible implementations, 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: S1. Determine the number of geogrids 3 arranged vertically according to calculation.

[0062] S2: Excavation and setting up temporary support structure for slope 1.

[0063] 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.

[0064] S4: Installation of the steel tube frame 2. The rectangle formed by the two adjacent first horizontal steel tubes 23 and the two second horizontal steel tubes 24 at the bottom of the steel tube frame 2 is a cell. The lifting and hoisting machinery works in the cell. The steel tube frame 2 is installed from right to left by using a manual and crane cooperative operation mode. 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 are connected to each other by using the lifting and hoisting machinery; the front vertical steel tube 21 and the rear vertical steel tube 22 of adjacent cross sections are hoisted to the designated position. ; 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 using the buckle 213 and the connector; Move the lifting machinery to the next unit cell, 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 interface, manual assistance is used to place the pipes smoothly; Follow this installation sequence until the leftmost section of the frame is installed; In addition, the installation of the steel pipe frame 2 can also calculate the length of the steel pipe and install multiple sections at the same time to improve work efficiency.

[0065] S5: Arrange the geogrid 3 vertically, and set multiple vertical geogrids 3 in the frame along the direction of the first horizontal steel pipe 23 at a certain distance according to calculation, and use steel wire ropes to tie 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 to prevent the geogrid 3 from moving.

[0066] S6: Fix the wall panel 28 on the surface of the steel pipe frame 2 to prevent the fluidized solidified soil 4 from leaking or running.

[0067] S7: configure pumping pipes, and simultaneously input the fluidized solidified soil 4 through a plurality of pumping pipes, and stop pumping when the backfill height of the fluidized solidified soil 4 reaches the upper surface of the frame.

[0068] S8: Maintenance.

[0069] Each embodiment in this specification is described in a related manner, and the same or similar parts between the embodiments can be referred to each other, and 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 the relevant parts can be referred to the partial description of the method embodiment.

[0070] The above description is only a preferred embodiment of the present invention and is not intended to limit the protection scope of the present invention. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention are included in the protection scope of the present invention.

Claims

1. An assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure, characterized in that: It 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).

2. The assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure according to claim 1 is 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 formed by combining and splicing a plurality of sections of steel pipes, 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 assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure according to claim 2 is 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 assembled multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure according to claim 1 is 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.

5. A construction method for a prefabricated multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure as claimed in claim 1, characterized in that: Follow these 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).

6. The construction method of a prefabricated multi-source solid waste fluidized solidified soil vertical reinforced retaining wall structure according to claim 5, 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 horizontal direction, 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 fluidized solidified soil (4), is the stress in the wall; 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 distance from the geogrid (3) to the midpoint of the compression zone; Tension on geogrid (3) : ， is the bending moment on the bottom surface of the retaining wall, Geogrid (3) Pull-out stability factor Safety factor : 。 8. 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: The method for determining the number and spacing of geogrids (3) is as follows: Force balance analysis of the bottom surface of the retaining wall structure: ， 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; is the compressive strength of fluidized solidified 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: ， Where B is the width of the retaining wall. 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 .

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