CN211773745U - Highway subgrade slope broken line type anchor pile retaining structure - Google Patents
Highway subgrade slope broken line type anchor pile retaining structure Download PDFInfo
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Abstract
The utility model belongs to the technical field of highway subgrade engineering, in particular to a highway subgrade side slope fold line type anchoring pile retaining structure, which comprises a cantilever section and an anchoring section, wherein the fold line angle of a pile body is theta, a steel rail is embedded into the pile body reinforcing steel bar, a soil backfill body geogrid system is arranged behind the pile, the anchoring pile consists of the cantilever section and the anchoring section, the anchoring section is arranged in a steep slope, and the cantilever section is vertically arranged on the anchoring section; the pile body of the cantilever section and the pile body of the anchoring section are in a broken line type, the broken line angle is theta, and the main rib of the cantilever section and the main rib of the anchoring section are also in theta; and a soil retaining plate is arranged between every two adjacent cantilever sections, and soil is backfilled behind the soil retaining plate and a geogrid system is laid. The utility model discloses reduced the construction degree of difficulty, saved engineering cost, shortened the time limit for a project, reduced the influence of engineering to the environment.
Description
Technical Field
The utility model relates to a highway fill excavation side slope retaining structure and construction method thereof especially relate to hard rock abrupt bank section, soft or hard rock combination section highway side slope broken line type anchor pile retaining structure, belong to highway subgrade engineering technical field.
Background
The highway engineering construction which is rapidly developed in recent years enables the highway network in the southwest mountain area of China to gradually tend to be perfect, the construction of the highway in the mountain area should avoid high filling and deep digging as far as possible, the construction cost is reduced on the premise of meeting the use function, the high filling and deep digging is serious in environmental damage, and the highway is difficult to recover particularly in the area with fragile ecological environment after being damaged. In the highway construction process, adopt stake and retaining wall combination form to reduce the influence range that highly fill deep digging more, the form of retaining wall mainly has sheet pile wall, gravity type retaining wall, soil nail wall, and the form of stake mainly has rectangular cross section manual hole digging pile, circular cross section drilling bored concrete pile, and the retaining wall combines together with the anchor pile, can play fine receipts slope effect. The anchoring depth of the anchoring pile is determined according to the length of the cantilever section, the thrust and the size of the cross section of the pile, and the anchoring section of the traditional linear anchoring pile must be designed to a certain depth to ensure the stability of the soil body behind the pile. However, when the outer soil covering thickness of the steep bank section embankment anchor pile is relatively thin, the outer soil reaction force of the anchor pile is relatively small, and the requirement of the anchor section cannot be met, so that the outer soil covering thickness of the thin section of the embankment anchor pile is calculated according to the cantilever end, and the design requirement can be met only by increasing the anchor section of the linear anchor pile and increasing the cross-sectional area of the anchor pile. This undoubtedly increases the construction difficulty, lengthens the construction period, and increases the direct and indirect costs of the project. In addition or soft and hard rock combination sections, soft rock covers on hard rock, and the rock stratum interface forms an inclination angle towards the interior of the side slope. The factors such as the large difficulty of the conventional linear anchoring pile in the roadbed construction of the steep ridge section and the roadbed construction of the soft and hard rock combined section, long construction period, high engineering cost and the like are limited, so that the roadbed retaining engineering design and the construction frequency of the mountain road located in the above sections are blocked, and therefore, the novel anchoring pile retaining structure in the highway roadbed retaining structure is designed to be important and difficult in the research field of the mountain highway roadbed engineering.
In view of this, a large amount of research work is carried out by scholars at home and abroad aiming at the problems, and how to reduce the section size of the anchor pile and shorten the length of the anchor section within the range of meeting the design requirements becomes the research focus. Patent CN 202787236U discloses a novel anchor pile, its key feature is the bottom vertical extension of anchor pile, forms the transverse anchoring section, can reduce stake cross sectional dimension, improves the anchor pile performance, but limited transverse structure can not satisfy the overall stability requirement of retaining structure when side direction soil pressure is great, produces the overall slip along the stake end easily, causes the unstability of road bed. Patent CN 107447777A discloses a downthehole point anchor stake retaining wall, adds the form of establishing the anchor rope through the cantilever section, can shorten the anchor section degree of depth, but the anchor section still needs certain degree of depth just can satisfy the stability requirement, especially in the abrupt sill highway section, in order to make the stake outside ground body reach certain thickness, must increase the setting of anchor section. In addition, at soft or hard rock combination highway section, this utility model still needs the blasting hard rock to satisfy the designing requirement of anchor section.
In conclusion, the road filling and excavating side slope occupies natural resources, and has certain influence on the ecological environment, the arrangement of the inter-pile retaining wall is a good slope contraction form so as to reduce the influence of road engineering on the ecological environment, but the excavation construction difficulty of the anchoring section of the retaining structure of the hard rock steep bank section and the soft and hard rock combined section is large, the period is long, and the engineering cost is high, so that how to optimize the design of the anchoring section becomes a design problem to be solved urgently.
SUMMERY OF THE UTILITY MODEL
Utility model purpose: in order to solve the technical problem, the utility model provides a highway hard rock abrupt bank section and soft or hard rock combine section broken line type anchor pile retaining structure can improve the overall stability of highway hard rock abrupt bank section and soft or hard rock combination section roadbed slope effectively.
The technical scheme is as follows: in order to achieve the above purpose, the technical scheme of the utility model is as follows:
a highway subgrade slope broken line type anchor pile retaining structure comprises at least 2 anchor piles, and a geogrid system is arranged behind the anchor piles;
the anchoring pile consists of a cantilever section and an anchoring section, the anchoring section is arranged in the steep slope, and the cantilever section is vertically arranged on the anchoring section;
a cantilever section main rib is arranged in the cantilever section;
an anchoring section main rib is arranged in the anchoring section; the main reinforcement is made of metal materials and is used for supporting and increasing the strength of the cantilever section and the anchoring section;
the pile body of the cantilever section and the pile body of the anchoring section are in a broken line type, the broken line angle is theta, and the main rib of the cantilever section and the main rib of the anchoring section are also in theta;
and a soil retaining plate is arranged between every two adjacent cantilever sections, and soil is backfilled behind the soil retaining plate and a geogrid system is laid.
Furthermore, main reinforcements of the cantilever section and the anchoring section are steel rails implanted in a steel reinforcement cage.
Further, for hard rock, the pile body fold line angle theta =135 degrees, and for soft and hard rock combined sections, the pile body fold line angle theta =90+ alpha, alpha soft and hard rock interface inclination angle.
Furthermore, the two anchoring section steel rails and the one cantilever section steel rail are implanted when the reinforcement cage is bound.
Furthermore, the length of the steel rails of the anchoring section and the cantilever section is 4m, and the distance between the steel rails and the inner side and the edges of two sides of the anchoring pile is not less than 25 cm.
Furthermore, the geogrid system adopts a high-density polyvinyl chloride bidirectional geogrid, the breadth is not less than 5.0m, and the mesh diameter is 50-80 mm.
Furthermore, the cantilever section is rectangular or rectangular with flanges. The cantilever section is designed into a rectangle (suitable for the gravity retaining wall between piles and the soil nailing wall between piles) or a rectangle with flanges (suitable for the pile plate wall) according to specific conditions.
Further, the method comprises the following steps: firstly, measuring lofting, and determining the accurate position of an anchoring pile according to a design coordinate field; leveling the field, removing surface soil of the construction area of the anchoring pile, excavating a slope platform according to the width and height of a designed step, leveling a top surface platform of the foundation of the anchoring pile, and marking the positions of four corners of the anchoring pile so as to accurately construct an anchoring section; excavating an anchoring section, verifying the trend of a field rock stratum, and determining the pile body broken line angle theta =135 degrees of the anchoring pile according to the steep ridge section of the hard rock; for soft and hard rock combined sections, excavating along the interface of soft and hard rock, when the inclination angle of the boundary of the soft and hard rock facing the inner side of the side slope on site is alpha degrees, the broken line angle theta of the pile body is =90+ alpha, manual excavation or small blasting is selected according to the rock mass property and the weathering degree, the anchoring section is excavated in sections, and supporting is carried out in time after each section is excavated; hoisting a steel reinforcement cage and a steel rail, binding the steel reinforcement cage on the ground in advance, binding the steel rail and proper main reinforcements in the anchoring pile according to the distance between the steel rail and the inner side of the anchoring pile and the distance between the steel rail and the edges of the two sides of the anchoring pile, wherein the bending angles of the cantilever section and the main reinforcements of the anchoring section correspond to the cantilever section and the anchoring section so as to ensure the design angle consistency of the steel reinforcement cage and the pile body; after the cantilever section of the reinforcement cage is hoisted in place, measuring the angle of the main reinforcement of the cantilever section to ensure that the main reinforcement of the cantilever section is vertical; fifthly, molding and pouring concrete, wherein the mold is made according to the section size of the pile body, the mark number of the concrete is not lower than C30, the cantilever section and the anchoring section must be cast once, and a horizontal construction joint is strictly forbidden to be formed, if sectional casting is needed due to site construction conditions, short ribs are distributed at the horizontal interface of the two times of casting for reinforcement; and sixthly, hanging a soil baffle after the pile body strength reaches 75% of the designed strength, backfilling a soil body behind the wall, and paving the geogrid on the backfilled soil body at an interval of 0.6 m.
Further, the geogrid system laying and soil filling must be performed after the strength of the anchor pile reaches 75% of the design strength.
Highway subgrade slope broken line type anchor pile retaining structure and worker's method, its characteristics are: the anchor pile is composed of a cantilever section and an anchor section, the cantilever section and the anchor section are in a broken line form, the anchor section inclines towards the inner side of the side slope along the soft and hard rock boundary surface, and the property of the cantilever section for resisting bedding sliding can be improved while the stability of the cantilever section is ensured. The bending strength of the pile body is enhanced by arranging steel rails in the pile body at the turning positions of the cantilever sections and the anchoring sections, one steel rail is vertically arranged on the cantilever sections, and two anchoring sections on two sides of the vertical steel rail are arranged and are parallel to the pile body of the anchoring sections.
The utility model has the advantages that: the construction difficulty is reduced, blasting is needed to be adopted for excavating pile holes in hard rock sections, the construction quality is difficult to control, and the engineering risk is high. The utility model only needs to excavate the soft rock and the hard rock combined surface, and excavates the soft rock along the combined surface, thereby reducing the construction difficulty and risk and being more beneficial to controlling the construction quality; secondly, the construction cost is saved, the strength of a plurality of hard rocks in nature is higher than that of common concrete, and the traditional method for digging pile holes in the hard rocks causes economic waste. The utility model makes full use of the hard rock conditions, combines the anchoring section pile body with the hard rock, takes the hard rock as the anchoring pile foundation, and saves the construction cost; the construction period is shortened, and because the amount of foundation for chiseling the anchoring pile is small, the pile-to-pile influence is avoided, the groove jumping and excavation are not needed, the construction period is shortened, and meanwhile, the indirect cost of engineering is saved; reduce the influence of engineering to the environment, the utility model discloses it is shorter at the required anchor section in abrupt bank ground, and the rock mass square volume of excavation is little, has reduced the influence of engineering to natural environment from the source.
The utility model discloses can effectively promote the working property of anchor pile, shorten anchor section length and stake cross sectional dimension greatly, structural style is simple, construction cycle is short, little to the environmental impact, can solve the overall stability of highway hard rock abrupt bank sill field and soft and hard rock combination section road bed side slope effectively, can finely drip the problem that the solution above-mentioned paragraph anchor section construction degree of difficulty is big, engineering cost is high, is the innovation of highway engineering field road bed side slope retaining structural design and anchor pile design form.
Drawings
Fig. 1 is a schematic view of the present invention in a hard rock structure;
fig. 2 is a schematic view of the present invention in a soft and hard rock structure;
FIG. 3 is a three-dimensional view of the broken line type anchor pile of the present invention;
FIG. 4 is a schematic diagram of roadbed slope excavation;
FIG. 5 is a schematic diagram of an anchor section excavation;
FIG. 6 is a schematic diagram of a pile body cantilever end and an anchoring section after pouring is completed;
FIG. 7 is a schematic view of a soil mass hanging on a wall and backfilling the wall;
reference numbers in the figures: 1, a cantilever section; 2, anchoring sections; 3, anchoring section main reinforcement; 4 cantilever section main reinforcement; 5 a soil guard plate; 6, excavating steps on the roadbed slope; 7 geogrid system; and 8 fold line angle theta.
Detailed Description
Example 1
Highway subgrade slope broken line type anchor pile retaining structure includes: after the side slope step 6 is excavated, the pile body broken line angle theta of the anchoring pile is determined in the hard rock steep bank section =135 degrees, and the pile body broken line angle theta is determined in the soft and hard rock combined section according to the inclined angle of the soft and hard rock combined surface. And (5) manually excavating the anchoring section 2. And (3) embedding steel rails into the plate-bound anchoring section main ribs 3, and embedding steel rails into the plate-bound cantilever section main ribs 4. And (3) pouring the anchoring section 2 and the cantilever section 1, when the strength of the pile body reaches 75% of a design value, engaging the soil blocking plate 5, backfilling the soil body behind the pile, and paving the geogrid system 7.
Example 2
Highway subgrade slope broken line type anchor pile retaining structure's construction method, its concrete step is: the method comprises the following steps: firstly, measuring lofting, and determining the accurate position of an anchoring pile according to a design coordinate field; leveling the field, removing surface soil of the construction area of the anchoring pile, excavating a slope platform according to the width and height of a designed step, leveling a top surface platform of the foundation of the anchoring pile, and marking the positions of four corners of the anchoring pile so as to accurately construct an anchoring section; excavating an anchoring section, verifying the trend of a field rock stratum, and determining the pile body broken line angle theta =135 degrees of the anchoring pile according to the steep ridge section of the hard rock; for soft and hard rock combined sections, excavating along the interface of soft and hard rock, when the inclination angle of the boundary of the soft and hard rock facing the inner side of the side slope on site is alpha degrees, the broken line angle theta of the pile body is =90+ alpha, manual excavation or small blasting is selected according to the rock mass property and the weathering degree, the anchoring section is excavated in sections, and supporting is carried out in time after each section is excavated; hoisting a steel reinforcement cage and a steel rail, binding the steel reinforcement cage on the ground in advance, binding the steel rail and proper main reinforcements in the anchoring pile according to the distance between the steel rail and the inner side of the anchoring pile and the distance between the steel rail and the edges of the two sides of the anchoring pile, wherein the bending angles of the cantilever section and the main reinforcements of the anchoring section correspond to the cantilever section and the anchoring section so as to ensure the design angle consistency of the steel reinforcement cage and the pile body; after the cantilever section of the reinforcement cage is hoisted in place, measuring the angle of the main reinforcement of the cantilever section to ensure that the main reinforcement of the cantilever section is vertical; fifthly, molding and pouring concrete, wherein the mold is made according to the section size of the pile body, the mark number of the concrete is not lower than C30, the cantilever section and the anchoring section must be cast once, and a horizontal construction joint is strictly forbidden to be formed, if sectional casting is needed due to site construction conditions, short ribs are distributed at the horizontal interface of the two times of casting for reinforcement; and sixthly, hanging a soil baffle after the pile body strength reaches 75% of the designed strength, backfilling a soil body behind the wall, and paving the geogrid on the backfilled soil body at an interval of 0.6 m.
Example 3
The utility model discloses as shown in figure 1 highway subgrade side slope broken line type anchor pile retaining structure, after excavation side slope step 6, anchor pile body broken line angle theta =135 is confirmed to hard rock abrupt bank ground segment, and artifical excavation anchor section 2. The broken line type anchoring section is bent towards the inner side of the mountain body, so that the problem that the length of a pile body needs to be increased when the thickness of a rock-soil body on the outer side of the anchoring section is small is avoided, the construction difficulty is small, and the direct cost and the introduction cost of the engineering are reduced. And (3) binding the main reinforcement of the anchoring section with the plate, implanting the steel rail, binding the main reinforcement of the cantilever section with the plate, and implanting the steel rail. And (3) pouring the anchoring section 2 and the cantilever section 1, when the strength of the pile body reaches 75% of a design value, engaging the soil blocking plate 5, backfilling the soil body behind the pile, and paving the geogrid system 7. The geogrid reduces the soil pressure directly acting on the pile body, and is favorable for improving the stability of the retaining structure.
The highway subgrade in a certain mountain area is positioned in a steep slope embankment section, the ground cross slope is 1:0.75, the length of the section is 219m, the stratum is limestone, the weathering degree is weak, the covering layer on the surface of the slope is thin, and a plurality of bedrocks are exposed. The current terrain outside the roadbed is a steep ridge with the height of 12 meters, and due to the line type control of the highway, if the roadbed of the section changes the line towards the mountain body on the right side, the arrangement of bridges and tunnels in front of and behind the section is influenced, and the engineering quantity is increased. If the section passes through a bridge or a tunnel, the construction cost is high, and the construction period is long. The design scheme passes through with the fill road bed, and the pile-slab wall is established outside the road bed and is kept off. The anchor pile adopts the utility model discloses highway subgrade slope broken line type anchor pile retaining structure, its concrete step is as follows:
(1) and (6) measuring and lofting. Determining the accurate position of the anchor pile according to the design coordinate field;
(2) leveling the field, removing surface soil of the construction area of the anchoring pile, excavating a slope platform according to the width and height of a designed step, leveling a top surface platform of the foundation of the anchoring pile, and marking the positions of four corner points of the anchoring pile so as to accurately construct an anchoring section; the distance between the outer edge of the cantilever section and the top of the steep sill is not less than 5.0 m;
(3) and (5) excavating an anchoring section. Before the anchoring section is excavated, whether the situation of the field stratum is consistent with the design or not needs to be verified, the pile body broken line angle theta =135 degrees of the anchoring pile, and manual excavation or small blasting is selected according to the rock mass property and the weathering degree. The anchoring section is excavated in sections, and each section is timely supported after being excavated;
(4) and hoisting the reinforcement cage and the steel rail. The steel reinforcement cage should be tied up on the ground in advance, according to the distance of rail apart from anchor pile inboard and both sides edge, with rail and the interior suitable main muscle ligature of anchor pile. The bending angle of the main reinforcement of the anchoring pile is corresponding to the cantilever section and the anchoring section so as to ensure the design angle consistency of the reinforcement cage and the pile body. After the cantilever section of the reinforcement cage is hoisted in place, measuring the angle of the main reinforcement of the cantilever section to ensure that the main reinforcement of the cantilever section is vertical;
(5) and (5) molding and pouring concrete. Molding according to the section size of the pile body, wherein the mark number of concrete is not lower than C30, the cantilever section and the anchoring section must be cast once, and a horizontal construction joint is strictly forbidden to be formed, for example, the sectional casting must be carried out under the field construction condition, and short ribs are distributed at the horizontal interface of the two casting for reinforcement;
(6) and after the strength of the pile body reaches 75% of the designed strength, hanging a soil baffle, backfilling a soil body behind the wall, and paving geogrids on the backfilled soil body at an interval of 0.6 m. Therefore, the construction of the highway subgrade slope broken line type anchor pile retaining structure is completed.
Example 4
The utility model discloses as shown in figure 2 highway subgrade side slope broken line type anchor pile retaining structure, after excavation side slope step 6, according to along soft and hard rock interface excavation, when the inboard inclination of slope is alpha to on-the-spot soft and hard rock boundary, pile body broken line angle theta =90+ alpha, artifical excavation anchor section 2. The broken line type anchoring section is bent towards the inner side of the mountain body, hard rock excavation due to downward vertical extension of the anchoring section is avoided, construction difficulty is low, and direct cost and brief introduction cost of engineering are reduced. And (3) binding the main reinforcement of the anchoring section with the plate, implanting the steel rail, binding the main reinforcement of the cantilever section with the plate, and implanting the steel rail. And (3) pouring the anchoring section 2 and the cantilever section 1, when the strength of the pile body reaches 75% of a design value, engaging the soil blocking plate 5, backfilling the soil body behind the pile, and paving the geogrid system 7. The geogrid reduces the soil pressure directly acting on the pile body, and is favorable for improving the stability of the retaining structure.
The highway subgrade in a certain mountain area is positioned in a steep slope embankment section, the ground cross slope is 1:0.75, the length of a route of the section is 186m, the stratum is limestone and mudstone, the mudstone is covered on the limestone, the interface of the limestone and the mudstone is inclined towards the inner side of a mountain body, the direction of the interface is consistent with the direction of the route, the inclination angle of the interface is alpha degrees, and if the subgrade in the section is controlled to change the route towards the mountain body on the right side, the arrangement of front and rear bridges and tunnels of the section is influenced, and the engineering quantity is increased. If the section passes through a bridge or a tunnel, the construction cost is high, and the construction period is long. The design scheme passes through with the fill road bed, and the pile-slab wall is established outside the road bed and is kept off. The anchor pile adopts the utility model discloses highway subgrade slope broken line type anchor pile retaining structure, pile body broken line angle theta =90+ alpha, its concrete step is as follows:
(1) and (6) measuring and lofting. Determining the accurate position of the anchor pile according to the design coordinate field;
(2) leveling the field, removing surface soil of the construction area of the anchoring pile, excavating a slope platform according to the width and height of a designed step, leveling a top surface platform of the foundation of the anchoring pile, and marking the positions of four corner points of the anchoring pile so as to accurately construct an anchoring section;
(3) and (5) excavating an anchoring section. Before the anchoring section is excavated, whether the direction of a field rock stratum is consistent with the design or not needs to be verified, excavation is carried out along a soft and hard rock interface, when the inclination angle of the boundary of the field soft and hard rock facing the inner side of the side slope is alpha degrees, the pile body broken line angle theta =90+ alpha, and manual excavation or small-sized blasting is selected according to the rock mass property and the weathering degree. The anchoring section is excavated in sections, and each section is timely supported after being excavated;
(4) and hoisting the reinforcement cage and the steel rail. The steel reinforcement cage should be tied up on the ground in advance, according to the distance of rail apart from anchor pile inboard and both sides edge, with rail and the interior suitable main muscle ligature of anchor pile. The bending angle of the main reinforcement of the anchoring pile is corresponding to the cantilever section and the anchoring section so as to ensure the design angle consistency of the reinforcement cage and the pile body. After the cantilever section of the reinforcement cage is hoisted in place, measuring the angle of the main reinforcement of the cantilever section to ensure that the main reinforcement of the cantilever section is vertical;
(5) and (5) molding and pouring concrete. Molding according to the section size of the pile body, wherein the mark number of concrete is not lower than C30, the cantilever section and the anchoring section must be cast once, and a horizontal construction joint is strictly forbidden to be formed, for example, the sectional casting must be carried out under the field construction condition, and short ribs are distributed at the horizontal interface of the two casting for reinforcement;
(6) and after the strength of the pile body reaches 75% of the designed strength, hanging a soil baffle, backfilling a soil body behind the wall, and paving geogrids on the backfilled soil body at an interval of 0.6 m. Therefore, the construction of the highway subgrade slope broken line type anchor pile retaining structure is completed.
Claims (7)
1. A highway subgrade slope broken line type anchor pile retaining structure is characterized by comprising at least 2 anchor piles, wherein a geogrid system is arranged behind each anchor pile; the anchoring pile consists of a cantilever section and an anchoring section, the anchoring section is arranged in the steep slope, and the cantilever section is vertically arranged on the anchoring section; a cantilever section main rib is arranged in the cantilever section; an anchoring section main rib is arranged in the anchoring section; the main reinforcement is made of metal materials and is used for supporting and increasing the strength of the cantilever section and the anchoring section; the pile body of the cantilever section and the pile body of the anchoring section are in a broken line type, the broken line angle is theta, and the main rib of the cantilever section and the main rib of the anchoring section are also in theta; and a soil retaining plate is arranged between every two adjacent cantilever sections, and soil is backfilled behind the soil retaining plate and a geogrid system is laid.
2. The highway subgrade slope broken line type anchor pile retaining structure according to claim 1, wherein main reinforcements of the cantilever section and the anchor section are steel rails embedded in a steel reinforcement cage.
3. The highway subgrade slope broken line type anchor pile retaining structure according to claim 2, wherein the pile body broken line angle theta =135 degrees for hard rocks, and the pile body broken line angle theta =90+ alpha, alpha soft and hard rock interface inclination angle for soft and hard rock combined sections.
4. The highway subgrade slope broken line type anchor pile retaining structure according to claim 2, wherein two anchor section steel rails and one cantilever section steel rail are implanted when a reinforcement cage is bound.
5. The highway subgrade slope broken-line type anchor pile retaining structure according to claim 2, wherein the length of the steel rails of the anchor section and the cantilever section is 4m, and the distance between the steel rails and the inner side and two side edges of the anchor pile is not less than 25 cm.
6. The highway subgrade slope broken line type anchor pile retaining structure according to claim 2, wherein the geogrid system adopts a high-density polyvinyl chloride bidirectional geogrid, the breadth is not less than 5.0m, and the mesh diameter is 50-80 mm.
7. The highway subgrade slope fold-line type anchor pile retaining structure according to claim 2, wherein the cantilever section is rectangular or rectangular with flanges.
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