Construction method of reinforced gabion retaining wall

Abstract

The invention provides a construction method of a reinforced gabion retaining wall, and relates to the technical field of retaining wall construction. The construction method of the reinforced gabion retaining wall comprises the following steps of foundation treatment, reinforced gabion assembly, geogrid laying and soil filling and compacting. By the adoption of the method, the land utilization rate of enterprises and units is increased, the economic cost of construction units is saved, and the construction period of construction units is shortened. The slope backfill structure has great superiority in the aspects of construction speed, construction quality, construction cost and the like, is attractive and environment-friendly, and provides a better construction method for a slope backfill construction project. Compared with a traditional rigid retaining wall, in a filling project with the high land use requirement and the high utilization rate requirement, the structural appearance of the retaining wall is remarkably improved, and the construction period and the economic benefits of the retaining wall are also remarkably improved; the application effect is good, and the popularization value is achieved.

Description

Technical Field

[0001] The present invention relates to the technical field of retaining wall construction, and more specifically, to a construction method for a reinforced gabion retaining wall. Background Art

[0002] Highways, factory buildings, etc. involving backfill slope projects are often restricted by the actual on-site conditions. Considering the slope safety and the needs of greening and environmental protection, construction projects cannot optimize the use of construction land. Especially in the economically developed southeastern coastal areas, not only are land resources extremely precious, but the requirements for ecological environmental protection are also extremely high. The traditional slope design forms are difficult to meet the requirements of the owners and local relevant departments. The traditional rigid retaining walls seriously affect the landscape, and the land utilization rate during the construction of traditional rigid retaining walls is low, the construction period is long, and the cost is relatively high. Summary of the Invention

[0003] The purpose of the present invention is to provide a construction method for a reinforced gabion retaining wall, which improves the land utilization rate of enterprise units, saves economic costs for construction units, and saves the construction period for construction units. It shows great superiority in terms of construction speed, construction quality, construction cost, etc., is beautiful and environmentally friendly, and adds a better construction method for backfill slope construction projects. For filling projects with high land use requirements and utilization rate requirements, compared with traditional rigid retaining walls, in addition to the significant improvement in structural appearance, its construction period and economic benefits are also significantly improved; the application effect is good and has popularization value.

[0004] The technical solution adopted by the present invention is as follows:

[0005] The embodiment of the present application provides a construction method for a reinforced gabion retaining wall, including the following steps:

[0006] Foundation treatment: Bury pressure sensors at the bottom of the foundation, and use graded crushed stone to replace and fill the foundation. The pressure sensors monitor the pressure data in real time;

[0007] Reinforced gabion assembly: Use reinforced gabion components with pre-installed hinge structures, fold and wrap the reinforced gabion components, unfold the taken-out single reinforced gabion components on a flat site and combine them according to the creases into the condition before use, and install the equipped steel mesh plates, coconut coir vegetation mats or geotextiles, welded meshes, triangular brackets, and support rods one by one to ensure that the wall inclination conforms to the design;

[0008] Laying geogrid: After the reinforced gabions are assembled, lay the geogrid; the geogrid is laid flat and straight, and adjacent unit geogrids are connected by spot binding, and the spacing value does not exceed 0.5 m; the geogrid ribbed mesh surface must be fully stretched and fixed with wooden stakes or steel bars at intervals of 1 m at the tail, and install the assembled reinforced gabions on the geogrid;

[0009] Earth filling and compaction: The filler is paved in layers, and the loose paving thickness of each layer is 30 cm. The paving thickness is uniform, and a vibrating roller is used for compaction in layers. According to the pressure data detected by the pressure sensor, the traveling speed and vibration frequency of the vibrating roller are adjusted in real time to make the compacted surface flat.

[0010] Furthermore, in some embodiments of the present invention, the construction process requirements for graded broken stone are as follows:

[0011] The graded broken stone uses fresh medium and hard rocks, with a uniaxial saturated compressive strength of not less than 30 MPa and a particle size of 2 - 7 cm; the paving thickness in layers is not more than 300 mm, and it is rolled 6 - 8 times with a heavy vibrating roller, and the compaction coefficient is not less than 0.94; among them, the self-weight of the vibrating roller is not less than 18 t;

[0012] For uneven places, fine stone chips should be used to level them manually. When the stone grading is poor, the particle size is large, and the gaps between the stones are large, stone slag, stone chips, and medium - coarse sand can be swept into the pores on the surface of each layer.

[0013] Furthermore, in some embodiments of the present invention, the pre - assembled reinforced gabion components are placed in the specified positions, and all adjacent sides of the facing walls of adjacent reinforced gabion components should be twisted and connected. The twisting method is to twist in a single - loop winding - double - loop locking manner at intervals of 10 - 15 cm to make the facing wall form a continuous whole.

[0014] Furthermore, in some embodiments of the present invention, the geogrid uses a hexagonal double - twisted steel wire reinforcing mesh surface. The hexagonal double - twisted steel wire reinforcing mesh surface sequentially includes a wrapped - back section, a slope section, and a base section. The base section is horizontally arranged, the slope section is inclined on one side of the base section, and the wrapped - back section is inclined at the top of the slope section; a steel bar grid plate is arranged on the top of the base section and is connected to the inner side of the slope section; multiple steel bar grid plates are spliced in sequence, and a locking part is arranged on one side of the steel bar grid plate. Any two adjacent steel bar grid plates are connected through the locking part; multiple triangular brackets are arranged between the steel bar grid plate and the base section.

[0015] Furthermore, in some embodiments of the present invention, the triangular bracket includes a bottom connecting rod, an inclined connecting rod, and a telescopic rod. The bottom connecting rod is arranged on the base section, and the inclined connecting rod is arranged on the steel bar grid plate; the bottom of the inclined connecting rod is rotatably connected to one end of the bottom connecting rod, the top of the inclined connecting rod is rotatably connected to the top of the telescopic rod, and the bottom of the telescopic rod is rotatably connected to the other end of the bottom connecting rod.

[0016] Furthermore, in some embodiments of the present invention, the telescopic rod includes a sliding rod and an outer sleeve. The top of the sliding rod is rotatably connected to the top of the inclined connecting rod, the bottom of the sliding rod slides in the outer sleeve, and the bottom of the outer sleeve is rotatably connected to the other end of the bottom connecting rod; a strip - shaped welding hole is arranged on the side wall of the outer sleeve.

[0017] Furthermore, in some embodiments of the present invention, the locking member includes a mounting post, a limiting baffle provided at one end of the mounting post, and a locking bar provided at the other end of the mounting post; the mounting post rotatably passes through one side of the steel bar grid plate, and the locking bar is located outside the steel bar grid plate; on the other side of the steel bar grid plate, there is a locking hole that cooperates with the locking bar. The length of the locking hole is greater than the length of the locking bar, and the width of the locking hole is greater than the width of the locking bar and less than the length of the locking bar.

[0018] Compared with the prior art, the embodiments of the present invention have at least the following advantages or beneficial effects:

[0019] The embodiments of the present invention provide a construction method for a reinforced gabion retaining wall, including the following steps:

[0020] Foundation treatment: Bury pressure sensors at the bottom of the foundation, and use graded crushed stone to replace and treat the foundation. The pressure sensors monitor the pressure data in real time.

[0021] Reinforced gabion assembly: Use reinforced gabion components with pre-installed hinge structures, fold and wrap the reinforced gabion components, unfold the taken-out single reinforced gabion components on a flat site and combine them according to the creases into the condition before use, and install the equipped steel bar grid plates, coconut coir vegetation mats or geotextiles, welded meshes, triangular brackets, and support rods one by one to ensure that the wall inclination conforms to the design.

[0022] Laying geogrid: After the reinforced gabions are assembled, lay the geogrid; the geogrid is laid flat and straight, and adjacent unit geogrids are connected by spot binding, and the spacing is not more than 0.5 m; the geogrid ribbed net surface must be fully stretched and fixed with wooden stakes or steel bars at intervals of 1 m at the tail, and install the assembled reinforced gabions on the geogrid.

[0023] Backfill and compaction: The filler is spread in layers, and the loose paving thickness of each layer is 30 cm. The paving thickness is uniform, and a vibratory roller is used for compaction in layers. According to the pressure data detected by the pressure sensor, the traveling speed and vibration frequency of the vibratory roller are adjusted in real time to make the compacted surface flat.

[0024] Adopting this construction method improves the land utilization rate of enterprises and institutions, saves economic costs for construction units, saves the construction period for construction units, and has an intelligent monitoring function in the later stage. It shows great superiority in terms of construction speed, construction quality, and construction cost, is beautiful and environmentally friendly, and adds a better construction method for the backfill slope construction project. For the filling project with high land use demand and utilization rate demand, compared with the traditional rigid retaining wall, in addition to the significant improvement in the structural appearance, its construction period and economic benefits are also significantly improved; the application effect is good and has popularization value. Description of the Drawings

[0025] To more clearly illustrate the technical solutions of the embodiments of the present invention, the following will briefly introduce the drawings required for the embodiments. It should be understood that the following drawings only show some embodiments of the present invention, and thus should not be regarded as limiting the scope. For those of ordinary skill in the art, without creative efforts, other related drawings can also be obtained based on these drawings.

[0026] Figure 1 Structural schematic diagram of the reinforced gabion provided by the embodiment of the present invention;

[0027] Figure 2 Front view of the two steel bar grid plates separated provided by the embodiment of the present invention;

[0028] Figure 3 Partial cross-sectional view of the connection part of the two steel bar grid plates provided by the embodiment of the present invention;

[0029] Figure 4 Structural schematic diagram of the locking part provided by the embodiment of the present invention;

[0030] Figure 5 Front view of the triangular support provided by the embodiment of the present invention;

[0031] Figure 6 Schematic diagram of the assembly steps of the reinforced gabion provided by the embodiment of the present invention;

[0032] Figure 7 Schematic diagram of the turning treatment of the concave arc wall of the reinforced gabion retaining wall provided by the embodiment of the present invention;

[0033] Figure 8 Schematic diagram of the turning treatment of the concave arc wall of the reinforced gabion retaining wall provided by the embodiment of the present invention;

[0034] Figure 9 Schematic diagram of the soil compaction steps of the reinforced gabion retaining wall provided by the embodiment of the present invention.

[0035] Icons: 1 - hexagonal double-twisted steel wire reinforced mesh surface; 2 - steel bar grid plate; 3 - triangular support; 6 - bottom connecting rod; 7 - inclined connecting rod; 8 - sliding rod; 9 - outer sleeve; 10 - welding hole; 11 - mounting post; 12 - limit baffle; 13 - locking bar; 14 - locking hole; 15 - support rod; 16 - soil. Detailed implementation manners

[0036] The following will describe the embodiments of the present application in detail with reference to the drawings in the embodiments of the present application.

[0037] Embodiment

[0038] Please refer to Figures 1 - 5, this embodiment provides a construction method for a reinforced gabion retaining wall, including the following steps:

[0039] Foundation treatment: According to the working conditions and soil quality of the application project, when the foundation bearing capacity cannot meet the basic design requirements, the foundation needs to be treated. During the foundation treatment process, graded crushed stone replacement treatment is generally adopted, and the construction process requirements for graded crushed stone are as follows:

[0040] 1. The crushed stone is fresh medium and hard rock, with a uniaxial saturated compressive strength of not less than 30 MPa and a particle size of 2 - 7 cm.

[0041] 2. The layered paving thickness is not greater than 300 mm, and it is rolled 6 - 8 times with a heavy vibratory roller, and the compaction coefficient is not less than 0.94.

[0042] 3. The self - weight of the vibratory roller is not less than 18 t.

[0043] 4. The quality control and inspection standards are implemented according to relevant specifications.

[0044] 5. For individual uneven places, fine stone chips should be used to level them manually. When the stone gradation is poor, the particle size is large, and the gaps between the stones are large, stone slag, stone chips, and medium - coarse sand can be swept into the pores on the surface of each layer.

[0045] A pressure sensor (one or more, and multiple ones are buried according to the actual situation) is buried at the bottom of the foundation. The pressure sensor monitors the pressure data in real - time and transmits it to the pressure data receiving instrument through a wireless communication mode. During the foundation treatment, according to the pressure data detected by the pressure sensor, it is convenient for the operator or the treatment equipment to adjust the traveling speed and vibration frequency of the vibratory roller in real - time to better compact and level the foundation; after the construction of the retaining wall is completed, it can also be used for the daily quality and condition monitoring of the retaining wall, enabling the reinforced gabion retaining wall constructed by this construction method to have a later - stage monitoring function.

[0046] Reinforced gabion assembly: As Figure 6 , unfold the reinforced gabion components, and on a flat site, unfold the single reinforced gabion components taken out and combine them according to the creases into the condition before use. Install the equipped steel mesh plate, coconut coir vegetation mat or geotextile, welded mesh, triangular support, and support rod one by one to ensure that the wall inclination conforms to the design. Specifically, when the wall surface is a concave arc surface: the front wall is close, and the rear reinforced mesh surface (the rear mesh surface of the base section of the hexagonal double - twisted steel wire tensile mesh 1) is staggered as Figure 7 shown, and adjacent unit front walls must be tightly connected with steel wires; when the wall surface is a convex arc surface: the front walls are close, and the rear reinforced mesh surfaces (the rear mesh surfaces of the base section and / or the back - wrapped section of the hexagonal double - twisted steel wire tensile mesh 1) overlap, as Figure 8 shown.

[0047] The pre-assembled reinforced gabion components are placed at the specified positions. All adjacent edges of the facing walls of adjacent reinforced gabion components shall be twisted and connected. The twisting method is to twist in a single-loop winding - double-loop locking manner at intervals of 10 - 15 cm, so that the facing walls form a continuous whole.

[0048] Laying geogrid: After assembling the reinforced gabion, lay the geogrid; according to the different service life of the slope, it is necessary to comprehensively consider the creep reduction coefficient, construction damage reduction coefficient, and long-term aging reduction coefficient of the geogrid under the design service conditions to determine the design value of the long-term allowable tensile strength of the geogrid longitudinally.

[0049] The geogrid is laid flat and straight. The adjacent unit geogrids are connected by spot binding, and the spacing value does not exceed 0.5 m; the ribbed net surface of the geogrid must be fully stretched and fixed with wooden stakes or steel bars at intervals of 1 m at the tail. Install the assembled reinforced gabion on the geogrid;

[0050] Backfilling and compaction: As Figure 9 shown, the filler is paved in layers, and the loose paving thickness of each layer is 30 cm. The paving thickness is uniform, and a vibrating roller is used for compaction in layers. According to the pressure data detected by the pressure sensor, the traveling speed and vibration frequency of the vibrating roller are adjusted in real time, so that the compacted surface is flat. The real-time adjustment can be that the operator of the vibrating roller adjusts according to the empirical data, or an intelligent control system is connected to the vibrating press, and the pressure value range and the traveling speed and vibration frequency parameters of the roller corresponding to each layer of backfill are preset and matched to achieve real-time feedback automatic control.

[0051] Before the filler is paved in layers, within 1 m of the steel mesh panel, a section of soil suitable for plant growth can be backfilled for each layer and tamped with a small vibrator, which is beneficial to the growth of wall plants in the later stage.

[0052] When backfilling and compacting the soil, the following precautions should also be taken:

[0053] 1. The type and quality index of the structural backfill soil should be determined through tests in the preliminary preparation stage, and its maximum dry density, optimum moisture content, and compaction process method should be obtained in the technical preparation stage before construction; the filler used for construction should be approved by the owner, design, and supervision, and should be strictly implemented in accordance with the technical parameters verified by the test during construction.

[0054] 2. Before the filler is paved on the reinforcing mesh surface, it is strictly prohibited for traffic vehicles, material transport machinery, paving machinery, and compaction machinery to operate on the exposed reinforcing mesh surface; when heavy machinery operates in the reinforced area, the minimum thickness of the filler on the reinforcing mesh surface should exceed 20 cm; even if there is filler protection on the reinforcing mesh surface, the paving and compaction machinery should travel slowly and should not make sharp turns and sudden stops in the reinforced area to avoid misalignment of the mesh surface.

[0055] 3. Paving of Fill Material: The fill material must be paved and compacted in layers. The appropriate loose paving thickness for each layer is 30 cm. The paving thickness should be uniform, and the surface after compaction should be flat. Paving is preferably carried out in sequence from the face wall to the tail of the reinforced mesh surface.

[0056] 4. It is not advisable to carry out the paving and compaction operations of the fill material in rainy days to avoid the out-of-control water content resulting in failure to reach the specified compaction standard.

[0057] 5. After the surface of the paved fill material is leveled, it is advisable to first use a light roller for compaction; when the roller used on-site is a vibratory roller, the first pass should be carried out without vibration. The compaction in the reinforced area shall not use a sheep's-foot roller.

[0058] 6. Within 0.5 m of the face wall, it is advisable to use manual ramming or light mechanical compaction. Heavy compaction machinery shall not operate within 1 m of the face wall (the wallpaper of each layer) to avoid the outward convex deformation of the face wall caused by the lateral pressure generated during the compaction of the fill material.

[0059] 7. When compacting the fill material, it should start from the midpoint of the length of the reinforcement strip and roll towards the tail of the reinforcement strip, and then roll from the midpoint towards the wall. When rolling, the running direction of the roller should be perpendicular to the length direction of the reinforcement mesh, and the overlapping width of the wheel tracks of the next rolling and the previous rolling should be not less than 1 / 3 of the wheel width. The first pass should be slowly and lightly compacted to avoid pushing up or misaligning the reinforcement strip due to the heaped soil. After the second pass, it can be slightly faster and with heavier compaction. Each time of compaction must compact all parts within the working surface, and then carry out the next pass of compaction. The number of compaction passes is guided by the number of passes determined by the process test and controlled by the on-site inspection to reach the specified compaction degree.

[0060] 8. Compaction Quality Standards for Structural Backfill: The compaction degree of cohesive backfill material should be not less than 94%; the relative density Dr of non-cohesive backfill material ≥ 0.65. And it should meet the requirements for compaction degree of the corresponding engineering main body at this depth. After each layer of the reinforced body is rolled, the compaction degree is inspected. The number of inspection points is preferably not less than 3 points for every 500 ㎡ or every 50 m long engineering section. The inspection points should be staggered from each other and randomly selected. There should be at least 1 inspection point (for every 500 ㎡ or every 50 m long) within 1 m behind the panel.

[0061] Thus, through the construction method of the reinforced gabion retaining wall provided by this application, the land utilization rate of enterprises and institutions is improved, the construction unit saves economic costs, and the construction unit saves the construction period. It shows great superiority in terms of construction speed, construction quality, construction cost, etc., is beautiful and environmentally friendly, and adds a better construction method for the backfill slope construction project. For the fill embankment project with high land use demand and utilization rate demand, compared with the traditional rigid retaining wall, in addition to the significant improvement in the structural appearance, its construction period and economic benefits are also significantly improved; the application effect is good and has the promotion value.

[0062] As shown Figures 1 - 5 In some embodiments, as shown, the geogrid adopts a hexagonal double-twisted steel wire reinforcement mesh surface 1. The hexagonal double-twisted steel wire reinforcement mesh surface 1 sequentially includes a wrapping section, a slope section, and a base section. The base section is horizontally arranged. The slope section is inclined on one side of the base section. The wrapping section is inclined at the top of the slope section; a steel bar grid plate 2 is arranged on the top of the base section and is connected to the inner side of the slope section; a plurality of steel bar grid plates 2 are sequentially spliced. A locking member is arranged on one side of the steel bar grid plate 2, and any two adjacent steel bar grid plates 2 are connected by the locking member; a plurality of triangular brackets 3 are arranged between the steel bar grid plate 2 and the base section. Splicing a plurality of steel bar grid plates 2 with each other and supporting the slope section can further enhance the stability of the gabion retaining wall.

[0063] The coir planting mat can be laid inside the steel bar grid plate 2, and greening can be carried out by spraying sowing, adding nutrient soil and grass seeds, or manually implanting branches or vine grass seeds. The entire wall surface can be completely greened, having excellent ecological effects. The pressure sensor is buried at the bottom of the foundation. During actual implementation, it can be buried in the same plane of the base section of the hexagonal double-twisted steel wire reinforcement mesh surface 1 and can be fixed to the hexagonal double-twisted steel wire reinforcement mesh surface 1 in a certain way.

[0064] Since a locking member is arranged on one side of the steel bar grid plate 2, when splicing each steel bar grid plate 2, the adjacent two steel bar grid plates 2 can be fixed together by the locking member, and then the connection part between the two steel bar grid plates 2 is welded and fixed. In this way, the connection stability between the adjacent two steel bar grid plates 2 is further improved. Even if the welded part between the two steel bar grid plates 2 is corroded and damaged after long-term use, the connection stability and structural strength can still be maintained, improving the service life.

[0065] As shown Figure 1 and Figure 5 In some embodiments, as shown, the triangular bracket 3 includes a bottom connecting rod 6, an inclined connecting rod 7, and a telescopic rod. The bottom connecting rod 6 is arranged on the base section, and the inclined connecting rod 7 is arranged on the steel bar grid plate 2; the bottom of the inclined connecting rod 7 is rotatably connected to one end of the bottom connecting rod 6, the top of the inclined connecting rod 7 is rotatably connected to the top of the telescopic rod, and the bottom of the telescopic rod is rotatably connected to the other end of the bottom connecting rod 6. The telescopic rod includes a sliding rod 8 and an outer sleeve 9. The top of the sliding rod 8 is rotatably connected to the top of the inclined connecting rod 7. The bottom of the sliding rod 8 is slidably arranged inside the outer sleeve 9, and the bottom of the outer sleeve 9 is rotatably connected to the other end of the bottom connecting rod 6; a strip-shaped welding hole 10 is arranged on the side wall of the outer sleeve 9.

[0066] The triangular support 3 of this embodiment can be entirely made of metal and is respectively rotatably connected by the bottom connecting rod 6, the inclined connecting rod 7, and the telescopic rod. In this way, during installation, according to the actual inclination angle of the steel bar mesh plate 2, the inclined connecting rod 7 and the telescopic rod can be rotated to adjust the inclination angle of the inclined connecting rod 7 until the inclination angle of the inclined connecting rod 7 is the same as that of the steel bar mesh plate 2. Then, the inclined connecting rod 7 is tied or welded to the steel bar mesh plate 2, and the bottom connecting rod 6 is tied to the base section of the hexagonal double-twisted steel wire mesh surface 1. At the same time, during the process of adjusting the inclined connecting rod 7, the telescopic rod can be adjusted in length as a whole by sliding the sliding rod 8 along the outer sleeve 9, which is convenient for operation. After adjusting the length of the telescopic rod, the sliding rod 8 can be welded to the outer sleeve 9 along the welding hole 10, which is convenient for making the overall structure of the triangular support 3 stable and improving the support and fixation effect. In this way, it is convenient to flexibly adjust the support angle of the triangular support 3, which is convenient for the installation of the triangular support 3 and improves the construction efficiency.

[0067] As Figures 1 - 4 shown, in some embodiments, the locking member includes a mounting post 11, a limit baffle 12 provided at one end of the mounting post 11, and a locking bar 13 provided at the other end of the mounting post 11; the mounting post 11 rotatably passes through one side of the steel bar mesh plate 2, and the locking bar 13 is located outside the steel bar mesh plate 2; on the other side of the steel bar mesh plate 2, there is a locking hole 14 that cooperates with the locking bar 13. The length of the locking hole 14 is greater than the length of the locking bar 13, and the width of the locking hole 14 is greater than the width of the locking bar 13 and less than the length of the locking bar 13. The locking member of this embodiment can be entirely made of metal.

[0068] The present invention sets the locking bar 13 and the locking hole 14. As Figure 2 shown, before splicing two steel bar mesh plates 2, the two steel bar mesh plates 2 face each other. The length direction of the locking bar 13 of one steel bar mesh plate 2 is aligned with the length direction of the locking hole 14 of the other steel bar mesh plate 2. Then, the steel bar mesh plate 2 is moved so that the locking bar 13 of one steel bar mesh plate 2 moves through the locking hole 14 of the other steel bar mesh plate 2. Then, the locking bar 13 is rotated 90°. At this time, the length direction of the locking bar 13 is aligned with the width direction of the locking hole 14. The two steel bar mesh plates 2 are clamped and locked to each other by the locking bar 13. Then, the locking bar 13 can be welded to the steel bar mesh plate 2 by welding, ensuring the stability and structural strength of the connection between the two steel bar mesh plates 2 and improving the service life. Optionally, as Figure 1 shown, in this embodiment, a plurality of support rods 15 can also be provided between the steel bar mesh plate 2 and the base section of the hexagonal double-twisted steel wire mesh surface 1 for auxiliary support.

[0069] In addition, unless otherwise clearly specified or limited, in the embodiments of the present application, if terms such as "installation" and "connection" appear, they should be understood in a broad sense. For example, "connection" can be a detachable connection or a non-detachable connection; it can be a direct connection or an indirect connection through an intermediate medium. If terms such as "upper", "lower", "left", "right", "inner", "outer", "side" and other orientation terms appear, they are only references to the direction of the attached drawings or the orientation in which the product is usually placed during use, and are only for clearly describing the present application, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and should not be construed as a limitation on the present application. Terms such as "first", "second", etc. are only used for distinguishing descriptions and cannot be understood as indicating or implying relative importance; "a plurality of" means at least two. In the embodiments of the present application, the limitations on relative position relationships such as parallel, perpendicular, and alignment mentioned are all in view of the current technological level and are not absolute and strict limitations. A small deviation is allowed, and approximate parallelism, approximate perpendicularity, approximate alignment, etc. are all acceptable. For example, if A is parallel to B, it means that A and B are parallel or approximately parallel, and the included angle between A and B can be between 0 degrees and 10 degrees.

[0070] The above are only some embodiments and implementation manners of the present application. The protection scope of the present application is not limited thereto. Without conflict, the embodiments in the present application and the features in the embodiments can be combined with each other. Any arbitrary combination of features in different embodiments is also within the protection scope of the present application. Any changes or substitutions that can be easily thought of by those skilled in the art within the technical scope disclosed in the present application should be covered within the protection scope of the present application.

Claims

1. A construction method for a reinforced gabion retaining wall, characterized in that: The steps include: Foundation treatment: bury pressure sensors at the bottom of the foundation, use graded crushed stone to replace the foundation, and the pressure sensors monitor the pressure data in real time; Reinforced gabion assembly: Use pre-installed hinged reinforced gabion components, fold the reinforced gabion components, unfold the individual reinforced gabion components on a flat site and assemble them into the state before use according to the folds, and install the equipped steel mesh panels, coconut palm vegetation mats or geotextiles, welded meshes, triangular brackets, and support rods one by one to ensure that the wall inclination is consistent with the design; Laying geogrid: After assembling the reinforced gabion, lay the geogrid; the geogrid should be laid flat and straight, and the adjacent geogrid units should be connected by point tying, with the spacing not exceeding 0.5m; the geogrid reinforcement belt mesh must be fully stretched and fixed with wooden stakes or steel bars at every 1m at the tail, and the assembled reinforced gabion should be installed on the geogrid; Fill compaction: The filler is spread in layers, with a loose thickness of 30 cm for each layer. The spreading thickness is uniform, and a vibratory roller is used for layered compaction. The travel speed and vibration frequency of the vibratory roller are adjusted in real time according to the pressure data detected by the pressure sensor to make the surface smooth after compaction.

2. The construction method of a reinforced gabion retaining wall according to claim 1, characterized in that: The construction process requirements for graded crushed stone are as follows: The graded crushed stone shall be fresh medium and hard rock, with a uniaxial saturated compressive strength of not less than 30MPa and a particle size of 2-7cm; the layered paving thickness shall not exceed 300mm, and shall be rolled 6-8 times by a heavy-duty vibratory roller, with a compaction coefficient of not less than 0.94; the deadweight of the vibratory roller shall not be less than 18t; Uneven areas should be leveled manually with fine stones and stone chips. When the stone grading is poor, the material diameter is large, and the gaps between stones are large, stone slag, stone chips, and medium-coarse sand can be swept into the pores on the surface of each layer.

3. The construction method of a reinforced gabion retaining wall according to claim 1, characterized in that: The pre-assembled reinforced gabion components are placed in the specified position, and all adjacent sides of the adjacent reinforced gabion component face walls should be twisted and connected by twisting in a single-turn winding-double-turn locking manner at intervals of 10-15cm, so that the face wall forms a continuous whole.

4. The construction method of a reinforced gabion retaining wall according to claim 1, characterized in that: The geogrid adopts a hexagonal double-twisted steel wire reinforcement mesh surface, which includes an inverted section, a slope section, and a base section in sequence. The base section is horizontally arranged, the slope section is inclined at one side of the base section, and the inverted section is inclined at the top of the slope section; the steel mesh plate is arranged at the top of the base section and connected to the inner side of the slope section; a plurality of the steel mesh plates are spliced ​​in sequence, a locking piece is provided on one side of the steel mesh plate, and any two adjacent steel mesh plates are connected by the locking piece; a plurality of triangular brackets are provided between the steel mesh plate and the base section.

5. The construction method of a reinforced gabion retaining wall according to claim 4, characterized in that: The triangular bracket includes a bottom connecting rod, an inclined connecting rod and a telescopic rod, the bottom connecting rod is arranged on the base section, and the inclined connecting rod is arranged on the steel mesh plate; the bottom of the inclined connecting rod is rotatably connected to one end of the bottom connecting rod, the top of the inclined connecting rod is rotatably connected to the top of the telescopic rod, and the bottom of the telescopic rod is rotatably connected to the other end of the bottom connecting rod.

6. The construction method of a reinforced gabion retaining wall according to claim 5, characterized in that: The telescopic rod includes a sliding rod and an outer sleeve. The top of the sliding rod is rotatably connected to the top of the inclined connecting rod. The bottom of the sliding rod is slidably arranged in the outer sleeve. The bottom of the outer sleeve is rotatably connected to the other end of the bottom connecting rod. The side wall of the outer sleeve is provided with a strip-shaped welding hole.

7. The construction method of a reinforced gabion retaining wall according to claim 4, characterized in that: The locking member includes a mounting post, a limit baffle plate arranged at one end of the mounting post, and a locking baffle bar arranged at the other end of the mounting post; the mounting post rotates through one side of the steel mesh plate, and the locking baffle bar is located outside the steel mesh plate; the other side of the steel mesh plate is provided with a locking hole that cooperates with the locking baffle bar, the length of the locking hole is greater than the length of the locking baffle bar, and the width of the locking hole is greater than the width of the locking baffle bar and less than the length of the locking baffle bar.

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