CN114703872B - Maintenance system for soil slope in permafrost region and construction method - Google Patents

Abstract

The invention discloses a stabilization maintaining system for a soil slope in a frozen season area and a construction method, and relates to the technical field of rock and soil anchoring engineering. The system includes the vegetable layer, the protection network, the ecological bag layer, the mortar layer, coiled material waterproof layer and barricade, the inside of side slope is dug soon and is filled and form the friction pile, and the domatic barricade of laying of side slope, the domatic coiled material waterproof layer of laying on the barricade, and pour the mortar layer above the coiled material waterproof layer, it has the ecological bag layer to suppress on the mortar layer inclined plane simultaneously, be provided with the protection network on the slope surface on the ecological bag layer, and set up the vegetable layer above the protection network, crisscross escape canal has been seted up on the vegetable layer, the protection network, the ecological bag layer, the mortar layer, the coiled material waterproof layer, the cavity stock that interior high-outside is low is worn to put inside barricade and the side slope to cavity stock free end, and the hole of permeating water has been seted up to the free end of cavity stock, slidable mounting has insulation construction on the cavity stock front end wall. The method is used for maintaining the stability of the soil slope in the seasonal frozen region.

Description

Maintenance system for soil slope in permafrost region and construction method

Technical Field

The invention relates to the technical field of rock and soil anchoring engineering, in particular to a stabilization maintaining system for a soil slope in a freezing region and a construction method.

Background

The factors influencing instability of soil slopes in the frozen season areas are mainly as follows: 1. the soil condition of the side slope is as follows: slopes composed of fine-grained soil and slopes composed of coarser-grained soil are more prone to freeze-thaw instability, particularly in silt, silty clay, because of the more pronounced capillary phenomenon of such soils. Although the cohesive soil has no strong capillary action of silt, the strength index of the soil body is obviously reduced due to the increase of the water content of the cohesive soil, so that the freeze thawing instability of the side slope is easily generated;

2. influence of groundwater: in spring, the frozen layer melts from the upper part at first, and the melted water is blocked by the unmelted layer in the downward permeation process, so that the water content of the contact part of the melted layer and the frozen layer is increased, the soil body strength is reduced, and groundwater seepage is generated. The seepage of the underground water generates hydrodynamic force, the direction of the hydrodynamic force is always the same as the sliding direction of the soil body, so that the sliding force of the slope soil body is increased, and the anti-sliding resistance is reduced. Therefore, the sliding surface is often located at the interface between the melting layer and the freezing layer.

3 influence of climate: the freezing and thawing instability of the soil slope is influenced by weather and mainly related to conditions such as annual rainfall, annual snowfall, air temperature falling speed and the like. When the rainfall is large, the underground water level rises, the capillary action is enhanced, and the frost heaving phenomenon is more obvious; the snow fall amount is large, and the accumulated snow melted in spring permeates underground to cause the increase of the water content of the slope soil body; when the air temperature suddenly drops and the cooling intensity is high, the freezing speed is high, and the frost heaving phenomenon is not easy to generate.

4. The frost heaving and melting effects of the side slope: the frost heaving and thawing of the side slope are the main reasons for freeze-thaw damage of the cutting side slope in the seasonal freezing area. The freeze-thaw instability mechanism of the soil cutting slope has two aspects: firstly, gravity erosion and peristalsis under the action of freeze-thaw cycle; secondly, the frozen surface descends to form the function of a sliding bed.

5. Existence of a freeze-thaw interface in the spring thawing period: the thermal melting instability phenomenon of the side slope mainly occurs in the melting period of frozen soil in spring, and the main reason is that the upper part of the soil body of the side slope begins to melt, but the soil layer at the lower part of the soil body is still in a frozen state, a lubricating surface is formed at a freezing and thawing combination part, the water content of the soil layer at the interface is large, and the interface strength is low.

Of the above factors, the freeze-thaw interface is most detrimental. In the spring thawing period, a freezing and thawing interface with the depth changing along with the development of environmental factors such as external temperature and the like exists between the frozen soil body and the thawed soil body in the soil slope, the soil body of the interface is in a water-rich state, the strength of the interface is obviously lower than that of other sections in the slope body, and the interface has the function of water isolation, so that the thawed water of the soil cannot continuously permeate downwards. The interface just constitutes the weak interface that high and cold area soil property cutting side slope takes place to collapse and destroys.

Along with the continuous reduction of cohesive force and internal friction force of the upper soil body, when the damage reaches a certain degree, the slope surface is at a critical slope, the upper melted soil body can slide downwards along the direction of the freeze-thaw interface soil layer, so that the instability damage of the slope bedding can be generated, and the sliding surface is generally linear at the moment.

Due to the existence of the freeze-thaw interface, the phenomenon of freeze-thaw instability damage of the soil cut slope after freeze-thaw cycling is common, the safety of road operation is seriously threatened, certain hidden dangers are buried for improving the construction quality and the service level of the road, shallow layer collapse becomes a normalized disease of the soil cut slope structure in the spring thawing period, and the integral stability of the slope cannot be guaranteed due to simple plant slope protection or simple slope protection.

Disclosure of Invention

The invention provides a system for maintaining stability of a soil slope in a seasonal freezing area and a construction method thereof, and aims to solve the problems that surplus moisture in a soil layer near a freezing and thawing boundary interface of the soil slope in the seasonal freezing area cannot be discharged to reduce the stability of the slope and instability and damage of a freezing and thawing shallow layer occur.

The utility model provides a frozen season district soil property side slope dimension steady system includes the vegetable layer, the protection network, the ecological bag layer, the mortar layer, coiled material waterproof layer and barricade, the inside of side slope is dug soon and is filled and form the friction pile, and the domatic barricade of laying of side slope, the coiled material waterproof layer is laid to the barricade upper slope, and pour the mortar layer above the coiled material waterproof layer, the suppression has the ecological bag layer on the mortar layer inclined plane simultaneously, be provided with the protection network on the slope surface on the ecological bag layer, and set up the vegetable layer above the protection network, set up crisscross escape canal on the vegetable layer, the protection network, the ecological bag layer, the mortar layer, the coiled material waterproof layer, the cavity stock that interior height was outer low is worn to put to barricade and side slope inside, and cavity stock free end is deepened inside the side slope, and the hole of permeating water has been seted up to the free end of cavity stock, slidable mounting has insulation construction on the cavity stock front end wall body.

Compared with the prior art, the invention has the following beneficial effects:

according to the invention, the hollow anchor rod is additionally arranged between the surface of the side slope and the underground bedrock with a certain buried depth to remove the surplus moisture in the soil slope, and the hollow anchor rod is combined with the anti-slide pile retaining wall to enhance the strength near the freeze-thaw interface of the side slope and the integrity of the side slope structure. The invention can effectively improve the stability of road slopes, especially soil cutting slopes, thereby improving the road service level and ensuring the driving safety.

Drawings

FIG. 1 is a schematic view of the overall structure of the present invention;

FIG. 2 is a schematic structural view of the hollow anchor rod of the present invention;

FIG. 3 is a schematic view of the insulation structure of the present invention;

FIG. 4 is a schematic view of the structure of a drainage ditch and a vegetation layer according to the present invention.

In the figure: 1. a vegetable layer; 2. a protective net; 3. an ecological bag layer; 4. a mortar layer; 5. a waterproof layer of coiled material; 6. retaining walls; 7. a hollow anchor rod; 71. breaking the ground and supporting the block; 72. an air-filled bag; 73. a water-absorbing block; 8. a heat preservation structure; 81. a heat preservation baffle plate; 82. a heat insulation board placing groove; 83. a strip-shaped groove; 84. rotating the shaft lever; 9. anti-slide piles; 10. side slope; 11. and (7) a drainage ditch.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

The first embodiment is as follows: as shown in fig. 1, the soil slope reinforcement and drainage anti-slip system for freezing season area comprises a vegetation layer 1, a protective net 2, an ecological bag layer 3, a mortar layer 4, a coiled material waterproof layer 5 and a retaining wall 6, an anti-slip pile 9 is formed by rotary digging and pouring inside the slope 10, the retaining wall 6 is paved on the slope of the slope 10, the coiled material waterproof layer 5 is paved on the slope of the retaining wall 6, the mortar layer 4 is poured above the coiled material waterproof layer 5, the ecological bag layer 3 is pressed on the inclined plane of the mortar layer 4, the protective net 2 is arranged on the inclined slope on the ecological bag layer 3, the vegetation layer 1 is arranged above the protective net 2, staggered drainage ditches 11 are arranged on the vegetation layer 1, the protective net 2, the ecological bag layer 3, the mortar layer 4, the coiled material waterproof layer 5, the retaining wall 6 and the slope 10 are internally provided with hollow anchor rods 7 with high inside and low outside, the free ends of the hollow anchor rods 7 are deep into the slope 10, the free ends of the hollow anchor rods 7 are provided with water permeable holes, and a heat insulation structure 8 is installed on the wall body at the front ends of the hollow anchor rods 7.

Furthermore, a drainage ditch 11 is arranged by combining the position of the water outlet of the hollow anchor rod, the slope drainage ditch 11 adopts a rhombic net structure arranged and is arranged corresponding to the water outlet of the hollow anchor rod, so that smooth slope drainage is ensured, the hollow anchor rod is reasonably arranged according to the geographical condition, and the hollow anchor rod is encrypted if necessary.

In the embodiment, a comprehensive protection system of slope surface drainage, slope interior reinforced drainage and a slope body protective net is adopted, wherein a slope interior reinforced drainage process is adopted, a hollow anchor rod is additionally arranged between the surface of a side slope and underground foundation rocks with certain buried depth and combined with an anti-slide pile retaining wall, surplus water in the soil slope is removed, the strength near a damage interface of a side slope structure and the integrity of the side slope structure are enhanced, and the side slope stability is realized by applying a dual side slope stabilizing structure.

Furthermore, the vegetation layer 1 is grass planting bricks which are arranged in a staggered mode, so that the side slope can be prevented from sliding down in a single direction, and the drainage ditch among the grass planting bricks can slow down the flow velocity of a water body; vegetation layer bottom sets up ecological bag, increases the growth degree of depth of vegetation to can form a whole with ecological bag connection through the growth of vegetation, and ecological bag can the waterproof layer of effectual protection bottom, avoid plant roots to pierce the waterproof layer.

The second embodiment is as follows: as shown in fig. 2, the hollow anchor rod 7 comprises a rod body, a ground breaking supporting block 71, an air inflation bag 72 and a water absorption block 73, four rows of water permeable holes are uniformly formed in the free end of the rod body, the ground breaking supporting block 71 is arranged in the bottom water permeable hole at the front end of the hollow anchor rod 7, the water absorption block 73 is arranged in two rows of air holes in the side surface and the air holes in the top row, and the air inflation bag 72 is placed in the cavity of the rod body. In the embodiment, the water absorption block 73 is in contact with the soil on the hole wall through the air inflation bag 72, the ground breaking support block 71 extends into the soil, the water absorption block is in contact with the soil after pouring to absorb water better, and the ground breaking support block 71 extends into the soil more stably.

The hollow anchor rod 7 can remove water with a certain depth in the slope surface and improve the interface strength in the slope surface. This structure is as shown in fig. 2, and the rust-resistant steel pipe of galvanized is chooseed for use to the pipe wall, and it is the full thread to process into the interior external surface with the cavity slip casting stock body, and the wall thickness is even unanimous, makes stock shear strength unanimous to extension stock life, the cavity stock unites two into one the function of stock and drain pipe. The hole of permeating water has been seted up to cavity stock free end, the water permeates the stock cavity more easily inside, be convenient for discharge the interior moisture of slope, make the stock realize the function of drainage, make the soil contact of piece and pore wall of absorbing water through the inflatable bag, and the supporting shoe that breaks ground deepens in the soil, absorb water the piece after pouring and absorb water with the better absorption of soil contact, and the supporting shoe deepens soil more firmly, the stability of side slope has been improved, the danger of corrosion has been avoided, reach the purpose of supporting the side slope structure for a long time.

In the initial stage of spring thawing, the accumulated snow covered on the side slope continuously melts and seeps downwards, and meanwhile, the accumulated snow on the natural ground above the excavated side slope melts, so that water supply inside the soil slope is increased, and the moisture of the soil body on the surface layer of the side slope cannot be evaporated in time, and is in a wet state. At the moment, the deep soil body of the side slope is still in a frozen state, a transition interface is arranged between the melted soil body and the frozen soil body, the shear strength of the freeze-thaw section is very low, and slippage is easy to occur, so that the freeze-thaw interface is called. The freeze-thaw interface has the function of water isolation, so that the melted water of the soil cannot continuously permeate downwards. Along with the continuous reduction of cohesive force and internal friction force of the upper soil body, when the damage reaches a certain degree, the slope surface is at a critical slope, the upper melted soil body can slide downwards along the direction of the freeze-thaw interface soil layer, so that the instability damage of the slope bedding can be generated, and the sliding surface is generally linear at the moment.

With the continuous rise of the air temperature, after the first layer of melted soil body slides down, the frozen soil body below the first layer of melted soil body can still be melted continuously. When a certain melting depth is reached, the instability and slump loss damage which are the same as the first time occur until the slope is integrally stable.

The hollow anchor 7 provided in the present embodiment solves the above-described problems in slope protection, and functions as follows: 1. the anchor rod is provided with a protruding ground breaking supporting block 71, a part of the ground breaking supporting block 71 penetrating into soil after grouting is combined with cement mortar, the original loose soil body or broken rock body is stitched into a whole by grouting, the strength of the soil breaking supporting block is improved, the protruding ground breaking supporting block 71 increases the adhesive force, and the overall stability is guaranteed. 2. The bolt pulling effect is realized, the anchor rod structure penetrates through a potential sliding surface, namely a joint part of a melting layer and a freezing layer, and the normal stress is increased on the sliding surface, so that the bolt pulling effect is realized, and the unstable rock stratum plays a supporting effect. 3. Under the action of internal pressure, the shallow rock-soil body after the slope is excavated generally can generate lateral displacement towards the side facing the sky, and at the moment, the friction force between the anchor rod structure and the peripheral rock-soil body provides transverse pressure to resist the lateral displacement, so that the deformation of the rock-soil body is limited to a certain extent.

The slope anchoring is to embed the anchor rod in the pre-drilled hole, one end of the anchor rod is fixed in the stable rock mass in the sliding surface or the potential sliding surface (the joint part of the melting layer and the freezing layer), the other end of the anchor rod is fixed on the slope, and the ground breaking supporting block 71 extending out of the anchor rod increases the adhesive force with unstable soil and the supporting force with stable soil. On one hand, the anchor rod pins the unstable rock mass on the surface layer to the deep stable rock mass; on the other hand, the anchor rod is obliquely crossed with the structural surface, and mortar is filled in a gap between the anchor rod hole and the anchor rod; when the structural plane staggers and moves, the anchor rod can prevent the rock mass from sliding along the most unfavorable sliding surface, and the shearing and anti-skidding effects are achieved. The stock makes the rock mass directly receive the exogenic action, makes the rock mass be in unstable slip under the high confining pressure of two-way stress state, and stock cooperation slip casting forms the cylinder structure, and the bellied supporting shoe in side increases the wholeness of soil like the trees root system, has strengthened the wholeness of landslide, has restrained the deformation, has also correspondingly improved the mechanical properties of ground. Meanwhile, the anchor rod reinforcement directly changes the stress state of the sliding surface.

Further, the ground breaking supporting block 71 is a T-shaped column structure made of hard metal material, and an arc limiting plate is arranged at the front end of the ground breaking supporting block 71; the water absorption block 73 is of a T-shaped column structure made of soluble hard water absorption materials, and the front end of the water absorption block 73 is an arc limiting plate. The water absorption block 73 is made of soluble hard water absorption materials and can form holes, water can easily permeate and flow into the anchor rod, and the water absorption block is more suitable for water drainage of a freeze-thaw interface in a spring thawing period.

The water absorption block 73 is a T-shaped column structure which can also be made of insoluble hard water absorption materials, and the insoluble hard water absorption materials can better prevent silt from entering the inside of the anchor rod.

The third concrete implementation mode: the inclination angle of the hollow anchor rod 7 is 15-30 deg.. The structure ensures smooth water outlet. The inclination angle of the hollow anchor rod ensures smooth water outlet. And discharging the effluent to a drainage ditch near the toe of the slope, thereby realizing the rapid removal of water in the slope.

The fourth concrete implementation mode is as follows: the heat preservation structure 8 comprises a heat preservation baffle 81 and a heat preservation plate placing groove 82, wherein rotating shaft rods 84 are arranged on two sides of the upper end of the heat preservation baffle 81, the heat preservation baffle 81 is arranged inside the heat preservation plate placing groove 82, the heat preservation plate placing groove 82 can slide up and down inside the heat preservation plate placing groove 82, and meanwhile the rotating shaft rods 84 arranged on the upper end of the heat preservation baffle 81 are arranged inside strip-shaped grooves 83 formed in the middle of the heat preservation plate placing groove 82. The heat preservation baffle 81 can slide up and down, can rotate around axostylus axostyle 84, and the normal flow of water is not influenced under the water-washed, and the stock delivery port adopts the heat preservation measure, reduces the formation of the sialism ice phenomenon to can play the effect of keeping out the wind, reduce the air flow of delivery port, the water evaporation is few, and is less frozen.

The fifth concrete implementation mode: the heat preservation baffle 81 is made of hard foam materials, a horizontal bottom plate is arranged at the lower end of the heat preservation baffle 81, the bottom of the bottom plate below the heat preservation baffle 81 is of an arc-shaped structure, and meanwhile the heat preservation baffle 81 covers the position of a water outlet at the front end of the hollow anchor rod 7. The structure ensures that the heat-insulating baffle plate floats on the surface of the water body, and the normal rotation is not influenced under the water flushing condition, so that the shielding drainage is avoided.

The sixth specific implementation mode: the protective net 2 is formed by splicing steel wire ropes through cross buckling parts, and the steel wire ropes are hot galvanizing high-strength steel wire ropes. The hot-dip galvanized high-strength steel wire rope is used as a main material, has the advantages of high toughness, high protection strength, easiness in spreading and the like, fully considers the fact that a large amount of free water exists on the surface of a slope when freezing and thawing cycle action is performed, and the conventional protective net generates corrosion, steel wire rope failure and the like in the snow melting process, as shown in fig. 3. The stability of the soil body can be fully kept in the protection area, and the integrity of the slope structure is enhanced through the greening effect of planting grass and trees by manpower. Meanwhile, compared with the traditional slope reinforcing net, the slope reinforcing net has the advantages that the steel wire ropes are spliced together through the cross buckling parts, so that the number of installation equipment, engineering materials and construction personnel involved is reduced, the cost is reduced, and the efficiency of slope reinforcing work is improved. The stability of the soil body can be fully kept in the protection area, and the integrity of the slope structure is enhanced through the greening effect of artificial grass planting and tree planting.

The seventh embodiment: the ecological bag adopted by the ecological bag layer 3 is a common woven geotextile bag, and stones are filled in the gaps of the woven geotextile bag. This structure protects the waterproof layer.

The specific implementation mode is eight: the slide-resistant piles 9 in the retaining wall 6 and the side slope 10 are cast into an integral structure through built-in steel bar frames. Form the friction pile barricade, when the structure face staggers and removes, the friction pile barricade can prevent that the rock mass from following the most unfavorable slip surface and sliding, plays the anti-skidding effect of shearing. The anti-slide pile retaining wall enables the rock mass to unstably slide under high confining pressure in a bidirectional stress state, so that the integrity of a landslide is enhanced, the deformation is inhibited, and the mechanical property of rock soil is correspondingly improved. Greatly improving the stability of the slope structure in the spring thawing period.

The specific implementation method nine: the construction steps are as follows:

step one, leveling a slope surface: setting fixed template hanging lines according to data such as slope gradient, foundation elevation and the like, cleaning loose soil layers and floating soil on the surface, filling pits and hollows, and tamping to level the slope surface, wherein the compaction degree of a soil foundation is the same as that of soil of the same road foundation, so as to avoid sinking to cause cracks in the masonry and influence on the overall stability of the masonry;

and secondly, constructing a support slide-resistant pile:

in the first-stage crushing platform, the diameter of a shallow pile at the position of 3m is 1m, the pile length is 4m, the center distance is 4m, the construction of a supporting pile is completed, a rotary digging cast-in-place pile and a steel pile casing are adopted in the anti-slide pile engineering, a steel reinforcement cage is manually bound, the steel reinforcement cage is transported and hoisted in sections, and a pile core is continuously cast on site;

thirdly, slope protection and retaining wall construction:

taking a supporting slide-resistant pile as a base layer, enabling a 3m high reinforced concrete retaining wall on the top surface of a pile foundation to enter a slope first-stage 3m facing wall, enter a slope second-stage 6m facing wall and enter a slope third-stage 5m facing wall;

fourthly, hollow anchor rod construction:

selecting an anchor rod arrangement part, selecting the length of the anchor rod according to a calculation result, determining the depth of a hole, drilling the hole, arranging the anchor rod, and performing anchoring treatment; wherein the vertical distance between the upper row and the lower row of the anchor rods is not less than 2m; the horizontal spacing is not suitable for 1.5m; the thickness of the soil layer on the anchor rod anchoring body is not smaller than 4m. The angle of inclination of the anchor rod is preferably 15 to 30 degrees and should not be greater than 45 degrees. The slope protection section of the hollow anchor rod is adopted, the diameter of each anchor hole is 90mm, and the inclination angle is 20 degrees.

Wherein the positioning deviation of the anchor hole is not more than 20mm; the skewness of the anchor hole is not more than 5%; the depth of the drilled hole exceeds the designed length and is not less than 0.5m;

the inflation bag 72 arranged inside is inflated, the anchor rod is placed inside the drilled hole, then the inflation bag 72 is inflated for the second time, so that the front end of the water absorption block 73 contacts the soil on the surface of the hole, meanwhile, the ground breaking support block 71 extends into the soil, and the anchor rod nails the unstable rock mass on the surface layer to the stable rock mass in the deep part; the anchor rod is obliquely crossed with the structural surface, and mortar fills a gap between the anchor rod hole and the anchor rod;

and fifthly, constructing a slope surface drainage system:

the method comprises the following steps of paving a waterproof coiled material on the surface of a retaining wall 6, then placing and pouring a mortar layer 4 on the coiled material, uniformly piling ecological bags on the mortar layer 4 after the mortar layer 4 is solidified, meanwhile, filling gravels among the ecological bags, leveling, then paving a protective net 2 above the ecological bags, placing grass planting bricks above the protective net 2, arranging drainage ditches 11 among the grass planting bricks, arranging the trend of side ditches according to the slope direction of the side slopes, fully considering the positions of hollow anchor rods, measuring elevation, controlling the slope of a intercepting ditch, enabling all rainwater on the slope to flow to the intercepting ditch, ensuring that free water does not soak the side slopes, building with M7.5 cement mortar, ensuring that the bottom of the ditch does not seep water, arranging expansion joints every 30M, and fully drenching the building body before plastering;

sixthly, heat preservation installation construction of the hollow anchor rod:

a sliding groove is formed in the water outlet of the hollow anchor rod, and a heat insulation structure 8 is installed inside the sliding groove.

Observation of settlement and displacement of slope after construction

2 typical sections of the slopes of the K1600+ 000-K1600 +320 sections are selected, 3 monitoring piles are arranged on each section, 6 monitoring piles are arranged in total in the section, and the construction is continuously monitored for 6 times after the construction is finished, wherein the monitoring results are as follows.

Settlement and horizontal displacement observation result and analysis

In the settlement and horizontal displacement observation, the observation period is half a year, the observation frequency is 15d in the first two months, and the observation results are shown in tables 1 and 2. Through observation, the slope reinforcement result adopting the structure and the construction technology can meet the engineering stability requirement and obtain good effect.

TABLE 1 side slope settlement displacement observation table (unit: mm)

TABLE 2 side slope horizontal displacement observation table (unit: mm)

Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.

Claims (4)

1. The utility model provides a frozen season district soil property side slope dimension steady system, includes vegetable layer (1), protection network (2), ecological bag layer (3), mortar layer (4), coiled material waterproof layer (5) and barricade (6), its characterized in that: an anti-slide pile (9) is formed by rotary excavating and pouring in the side slope (10), a retaining wall (6) is laid on the slope surface of the side slope (10), a coiled material waterproof layer (5) is laid on the upper slope surface of the retaining wall (6), a mortar layer (4) is poured above the coiled material waterproof layer (5), an ecological bag layer (3) is pressed on the inclined surface of the mortar layer (4), a protective net (2) is arranged on the inclined slope surface on the ecological bag layer (3), a vegetable layer (1) is arranged above the protective net (2), staggered drainage ditches (11) are formed in the vegetable layer (1), hollow anchor rods (7) with high inside and low outside are arranged in the retaining wall (6) and the side slope (10) in a penetrating manner, the free ends of the hollow anchor rods (7) are provided with water permeable holes, and a heat insulation structure (8) is installed on the front end wall body of the hollow anchor rods (7) in a sliding manner;

the hollow anchor rod (7) comprises a rod body, a ground breaking supporting block (71), an inflatable bag (72) and a water absorbing block (73), four rows of water permeable holes are uniformly formed in the periphery of the free end of the rod body, the ground breaking supporting block (71) is arranged in the bottom water permeable hole in the front end of the hollow anchor rod (7), the water absorbing block (73) is respectively arranged in two rows of air holes in the side surface and the top row of air holes, and the inflatable bag (72) is placed in the cavity of the rod body;

the ground breaking supporting block (71) is of a T-shaped column structure made of hard metal materials, and the front end of the ground breaking supporting block (71) is provided with an arc limiting plate; the water absorption block (73) is of a T-shaped column structure made of soluble hard water absorption materials, and the front end of the water absorption block (73) is provided with an arc limiting plate;

the inclination angle of the hollow anchor rod (7) is 15-30 degrees;

the heat insulation structure (8) comprises a heat insulation baffle (81) and a heat insulation plate placing groove (82), rotating shaft levers (84) are arranged on two sides of the upper end of the heat insulation baffle (81), the heat insulation baffle (81) is installed in the heat insulation plate placing groove (82), the heat insulation plate placing groove (82) can slide up and down in the heat insulation plate placing groove (82), and meanwhile the rotating shaft levers (84) arranged at the upper end of the heat insulation baffle (81) are installed in strip-shaped grooves (83) formed in the middle of the heat insulation plate placing groove (82);

the heat preservation baffle (81) adopt the foam material of stereoplasm to constitute, and heat preservation baffle (81) lower extreme is provided with horizontal bottom plate to the bottom plate bottom of heat preservation baffle (81) below is the arc structure, and heat preservation baffle (81) shelter from the delivery port position at cavity stock (7) front end simultaneously.

2. The permafrost region soil slope stability maintaining system according to claim 1, wherein: the protective net (2) is formed by splicing steel wire ropes through cross buckling parts, and the steel wire ropes are hot galvanizing high-strength steel wire ropes.

3. The permafrost region soil slope stability maintaining system according to claim 1, wherein: the ecological bag adopted by the ecological bag layer (3) is a common woven geotextile bag, and stones are filled in gaps of the woven geotextile bag.

4. The permafrost region soil slope stability maintaining system according to claim 1, wherein: and the slide-resistant piles (9) in the retaining wall (6) and the side slope (10) are poured into an integral structure through built-in steel bar frames.

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