CN114575357B - Self-drainage combined landslide support structure and construction method - Google Patents

Self-drainage combined landslide support structure and construction method Download PDF

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Publication number
CN114575357B
CN114575357B CN202210257307.4A CN202210257307A CN114575357B CN 114575357 B CN114575357 B CN 114575357B CN 202210257307 A CN202210257307 A CN 202210257307A CN 114575357 B CN114575357 B CN 114575357B
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pile
section
drainage
gallery
concrete
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CN114575357A (en
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董建华
秦兆贤
王璐
颉永斌
王二会
吴晓磊
连博
杨博
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Lanzhou University of Technology
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Lanzhou University of Technology
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/20Securing of slopes or inclines
    • E02D17/207Securing of slopes or inclines with means incorporating sheet piles or piles
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/02Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22Piles
    • E02D5/24Prefabricated piles
    • E02D5/28Prefabricated piles made of steel or other metals
    • E02D5/285Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22Piles
    • E02D5/34Concrete or concrete-like piles cast in position ; Apparatus for making same
    • EFIXED CONSTRUCTIONS
    • E03WATER SUPPLY; SEWERAGE
    • E03FSEWERS; CESSPOOLS
    • E03F5/00Sewerage structures
    • YGENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02ATECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A10/00TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
    • Y02A10/23Dune restoration or creation; Cliff stabilisation

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Structural Engineering (AREA)
  • Mining & Mineral Resources (AREA)
  • General Engineering & Computer Science (AREA)
  • Civil Engineering (AREA)
  • Paleontology (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Hydrology & Water Resources (AREA)
  • Health & Medical Sciences (AREA)
  • Public Health (AREA)
  • Water Supply & Treatment (AREA)
  • Environmental & Geological Engineering (AREA)
  • Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)

Abstract

A self-drainage combined landslide support structure and a construction method belong to the field of rock soil support engineering and slope treatment, and the structure comprises an anti-slide pile and a drainage gallery; the anti-slide pile consists of a concrete pile, a steel pipe, a drain hole, a reverse-filtering geotechnical cloth and a drain gallery installation positioning bracket, wherein the upper section of the anti-slide pile is formed by permeable concrete casting, and has water permeability; the drainage gallery is communicated with the drainage hole on the water-permeable slide-resistant pile, underground water can permeate into the pile body through the water-permeable section of the slide-resistant pile, flow into the drainage hole through drainage collection of the inner wall of the steel pipe, and finally the landslide body is discharged through the drainage gallery; the drainage gallery is divided into an upper piece and a lower piece, the upper piece is made of permeable concrete, and the permeable concrete has a permeable function, and a part of water in the landslide body can permeate into the drainage gallery to drain away. The two modes are combined, so that groundwater in the landslide body can be effectively discharged, and the landslide stability and the rainfall resistance are enhanced.

Description

Self-drainage combined landslide support structure and construction method
Technical Field
The invention belongs to a rock-soil retaining engineering and a side slope treatment technology, and particularly relates to a technology of a combined landslide treatment reinforcing structure with side slope drainage and retaining.
Background
Geological disasters frequently occur in China, wherein landslide disasters are one of the most main geological disasters, and often cause traffic blockage and river blockage, so that a great deal of life threat and property loss are caused. Factors related to groundwater such as precipitation and irrigation are one of the main causes of landslide hazard. The rising of the underground water level can soften the rock and soil mass, increase the hydraulic gradient and the like. The landslide has the characteristics of heavy rain, light rain, no rain and no slip. In fact, the induction of landslide by rainfall is merely intuitive, in particular due to the complex interactions between groundwater formed by rainfall infiltration and the rock-soil mass on the slope. Therefore, an important link of slope stabilization is the design of a drainage system, and Shi Zuoge is effective, so that the drainage system can achieve the effect of half effort.
In the prior art, the slide-resistant pile is an engineering measure with wider application, and is suitable for treating various large and medium landslide. However, the conventional reinforced concrete slide-resistant pile does not have a drainage function and has a certain interference effect on a seepage path of water in a rock-soil slope. Some novel anti-slide piles (hollow or the other water accumulation holes that set up of stake) can collect and take out the water around the pile body, but hollow stake needs to set up a certain amount of water guide holes on the pile body, have certain influence to pile body intensity, the other water accumulation holes of stake also generally need set up the hydrophobic pipe around the water accumulation hole and can introduce water, all be taken out or water conservancy diversion to the stable rock layer in landslide body lower part by the water pumper through the drinking-water pipe after collecting water, the water pumper needs the switch-on, set up troublesome and non-permanence, and with water drainage to the lower part because the internal seepage flow passageway of soil is ambiguous so the risk is big, the drainage degree of depth is bigger the degree of difficulty is higher more.
In the prior art, drainage galleries are arranged in earth surface drainage and slope bodies, and are common drainage measures in landslide control. The earth surface dredge flow can only drain water on the slope surface, has no effect on water permeated into the slope body, and loses effect under the freezing effect of water in cold weather in winter. In the prior art, the drainage galleries arranged in the slope body only have the drainage effect, and the effect of reinforcing the slope body is not achieved. Some novel drainage galleries are additionally provided with water guide holes or capillary water guide pipes to assist in working so as to introduce water into the drainage galleries to enhance drainage efficiency.
In summary, the existing anti-slide pile with the drainage function has a complex drainage mode; the drainage gallery arranged inside the existing slope body has single function and high construction difficulty; the earth surface current dredging effect is not obvious and the cold climate is invalid. Therefore, there is a need for a structure that can solve the above three problems simultaneously.
Disclosure of Invention
The invention aims to provide a self-drainage combined landslide support structure and a construction method.
The invention relates to a self-drainage combined landslide support structure and a construction method, wherein the structure consists of a hollow water-permeable anti-slide pile 1 and a drainage gallery 8, and is characterized in that: the anti-slip pile 1 is composed of a concrete pile 2, a steel pipe 3, a drain hole 4, an anti-filtration geotextile 5 and a drain gallery positioning bracket 6, wherein the cross section of the concrete pile 2 is circular or polygonal, the anti-slip pile is divided into two sections at a sliding potential sliding surface, the upper section is a hollow section perforated along the axis of the pile body, the hollow cross section of the upper section is circular or polygonal by water-permeable concrete pouring, the lower section is a solid section of common concrete pouring, the cross section of the steel pipe 3 is circular or polygonal, the water-permeable holes 7 are uniformly formed in the through length of the pipe wall, the outer dimension is equal to the inner dimension of the hollow section of the concrete pile 2, the cross section of the drain hole 4 is circular or polygonal, the anti-filtration geotextile 5 is unfolded into a rectangle, the drain gallery positioning bracket 6 is a wedge-shaped or right-angled trapezoid table block which is outwards chosen, the steel pipe 3 is arranged in the hollow upper section of the concrete pile 2, the top is tightly attached to the inner wall of the hollow section of the concrete pile 2, the top is flush with the top of the anti-slip pile 1, the bottom is flush with the upper surface of the drain hole 4, the drain hole 4 is horizontally and is formed in the solid section of the concrete pile 2, the cross section of the concrete pile 2 is horizontally penetrated through the upper section of the steel pipe 2 and the hollow section is vertically wrapped up to the cross section of the anti-slip pile 2, the cross section of the drain gallery 4 is perpendicular to the cross section of the filter floor 2 is arranged towards the vertical to the concrete pile 2, and the anti-filtration bracket 5 is wound on the opposite sides of the cross section 2 is perpendicular to the cross section of the cross section is opposite to the cross section 2 and is wrapped by the cross section is opposite T; the drainage gallery 8 consists of an upper sheet 9 poured by pervious concrete, a lower sheet 10 poured by common concrete, reverse-filtering geotextile 5 and a water-stopping rubber pad 11, wherein the cross section of the upper sheet 9 is in an upper semi-annular shape or an annular arch shape, the cross section of the lower sheet 10 which is impervious to water corresponds to the upper sheet 9 and is in a lower semi-annular shape or a rectangle, and the water-stopping rubber pad 11 is in a shape similar to the cross section of the lower sheet 10; the end faces of the upper sheet 9 butted with the lower sheet 10 are axially and fully provided with ribs 12 along the gallery 8, grooves 13 are correspondingly formed in the end faces of the lower sheet 10 butted with the upper sheet 9 in a full length mode, the ribs 12 are polygonal frustum of a convex end face in cross section, the grooves 13 correspondingly correspond to the polygonal frustum of a polygonal concave end face which is complementary to the ribs 12, the widths of the ribs 12 and the grooves 13 in cross section are smaller than the butted end faces of the upper sheet and the lower sheet, the upper sheet 9 and the lower sheet 10 are butted in a concave-convex meshing mode through the ribs 12 and the grooves 13 to form a drainage gallery 8 with a circular or arch-shaped cross section, a water-stopping rubber gasket 11 is arranged at two end faces of each section of the drainage gallery 8, the reverse-filtering geotextile 5 is covered outside the upper sheet 9, and the reverse-filtering geotextile can completely cover the upper sheet 9 in size; each section of drainage gallery 8 is horizontally arranged between two anti-slide piles 1, the drainage gallery 8 and the two adjacent anti-slide piles 1 are positioned on a vertical plane, two ends of the drainage gallery 8 are arranged on a platform of a drainage gallery mounting positioning bracket 6, and the drainage gallery 8 is butted at the position of a drainage hole 4 on the adjacent anti-slide pile 1 to form a single H-shaped supporting and blocking unit; when the outer bottoms of the two ends of the lower drainage gallery piece 10 are contacted and matched with the platform surface of the positioning bracket 6, the inner bottom surface of the lower drainage gallery piece 10 at the horizontal height is flush with the inner bottom surface of the drainage hole 4.
The invention relates to a construction method of a self-drainage combined landslide support structure, which comprises the following steps:
step (1) investigation design: the engineering geological conditions of the landslide body are explored, the hydrometeorological conditions are adopted, and the positions of potential sliding surfaces are determined;
and (2) excavating pile holes of the slide-resistant piles 1: measuring lofting, determining the center position of a pile hole, excavating the pile hole to the designed depth, applying reverse-filtering geotechnical cloth 5, and hoisting the prefabricated anti-slide pile 1 into the pile hole to finish installation when a prefabricated structure is adopted;
and (3) excavating a transverse hole of the drainage gallery 8: at the position of a drainage gallery 8 in a pile hole of the anti-slide pile 1, excavating a drainage gallery transverse hole from one pile hole to the other pile hole in a one-way or excavating a drainage gallery transverse hole from the two pile holes to the opposite direction in a two-way by adopting a hole digging mode, and excavating a groove for installing the drainage gallery from the ground downwards when adopting a prefabricated structural scheme; and (4) constructing a drainage gallery 8: installing a drainage gallery reinforcement cage, reserving a reserved anchoring section, installing a drainage gallery pouring template, arranging reverse filtering geotextile 5, pouring a lower sheet 10 by using common concrete, pouring an upper sheet 9 by using permeable concrete, directly installing the lower sheet 10 and the upper sheet 9 of the prefabricated drainage gallery when a prefabricated structure is adopted, and backfilling grooves for compacting the installation of the drainage gallery to complete a main structure;
and (5) constructing a slide-resistant pile reinforcement cage: manufacturing a reinforcement cage outside the hole, installing and fixing templates of the steel pipe 3 and the drain hole 4 on the reinforcement cage, hoisting the templates into the pile hole, and binding and welding the templates with a reinforcement cage main rib of a reserved drain gallery;
and (6) pouring a concrete pile 2: casting ordinary concrete to the interface, and immediately casting the residual pile body by permeable concrete to complete the cast-in-situ main body structure;
and (7) restoring the site to finish the construction.
The beneficial effects of the invention are as follows: 1 fully utilizes the water permeability, the freeze thawing resistance and the strength of the pervious concrete, so that the structure has the functions of reducing the groundwater level and resisting the freeze thawing of the structure. 2, the structure is permanently and automatically used for water accumulation and drainage, and an electric pump is not required to pump or drain water to the lower part of the landslide body. 3, as the drainage gallery structure is deep in the landslide body, deep drainage can be realized, and the drainage can be realized on the ground water which is not frozen in the landslide body under the freezing effect of water near the ground in cold weather. And 4, combining the drainage gallery with the anti-slide pile, so that the drainage gallery also has bearing capacity, and has unloading and lifting effects on soil body on the upper part of the sliding surface, thereby reducing the sliding force of the sliding body. And 5, arranging the drainage gallery on the sliding surface, so that the friction force of the sliding surface of the landslide can be increased, and the landslide stability is improved. The structure 6 is convenient to construct, the landslide body thickness can be used for in-situ pouring or prefabricating and hoisting, the manufacturing cost is low, and the landslide treatment cost is reduced.
Drawings
Fig. 1 is a schematic structural view of the present invention, fig. 2 is a schematic structural view of a connection structure of a slide resistance pile and a drainage gallery, and fig. 3 is a schematic sectional view of the drainage gallery, in which: the hollow permeable concrete slide-resistant pile 1, a concrete pile 2, a steel pipe 3, a drainage hole 4, a reverse-filtering geotextile 5, a drainage gallery installation positioning bracket 6, a permeable hole 7, a drainage gallery 8, a drainage gallery permeable concrete upper sheet 9, a drainage gallery common concrete lower sheet 10, a water-stopping rubber pad 11, an upper sheet convex edge 12 and a lower sheet groove 13.
Detailed Description
The features of the invention will be further described in connection with the accompanying drawings and specific embodiments, which are given for illustration only and are not intended to limit the scope of the invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included in the scope of the present invention after reading the present invention.
As shown in figures 1-3, the invention relates to a self-drainage combined landslide retaining structure and a construction method, the self-drainage combined landslide retaining structure comprises a hollow water-permeable anti-slide pile 1 and a drainage gallery 8, wherein the anti-slide pile 1 comprises a concrete pile 2, a steel pipe 3, a drainage hole 4, a reverse-filtering geotextile 5 and a drainage gallery positioning bracket 6, the cross section of the concrete pile 2 is circular or polygonal, the potential sliding surface of the landslide is divided into two sections, the upper section is a hollow section with holes along the axis of the pile body, the water-permeable concrete is poured, the hollow cross section of the upper section is circular or polygonal, the lower section is a solid section with ordinary concrete pouring, the cross section of the steel pipe 3 is circular or polygonal, the pipe wall is uniformly provided with water-permeable holes 7, the outer dimension is equal to the inner dimension of the hollow section of the concrete pile 2, the cross section of the drain hole 4 is circular or polygonal, the inverted filter geotechnical cloth 5 is unfolded to be rectangular, the drain gallery positioning bracket 6 is an outwards-protruding wedge-shaped or right trapezoid block, the steel pipe 3 is arranged in the hollow upper section of the concrete pile 2 and is tightly attached to the inner wall of the hollow section of the concrete pile 2, the top is flush with the top of the anti-slide pile 1, the bottom is flush with the upper surface of the drain hole 4, the drain hole 4 is horizontally and thoroughly arranged at the junction of the upper section and the lower section of the concrete pile 2, the inverted T-shaped is formed by communicating with the inner steel pipe 3 through the center of the cross section of the concrete pile 2 and perpendicular to the sliding direction of the landslide, the inverted filter geotechnical cloth 5 is wound and covered on the upper section of the concrete pile 2, the drain gallery positioning bracket 6 is vertically arranged on two sides of the concrete pile 2, and the platform surface is towards the top of the concrete pile 2; the drainage gallery 8 consists of an upper sheet 9 poured by pervious concrete, a lower sheet 10 poured by common concrete, reverse-filtering geotextile 5 and a water-stopping rubber pad 11, wherein the cross section of the upper sheet 9 is in an upper semi-annular shape or an annular arch shape, the cross section of the lower sheet 10 which is impervious to water corresponds to the upper sheet 9 and is in a lower semi-annular shape or a rectangle, and the water-stopping rubber pad 11 is in a shape similar to the cross section of the lower sheet 10; the end face of the upper sheet 9, which is in contact with the lower sheet 10, is provided with a convex tooth 12, the corresponding part of the lower sheet 10, which is in contact with the upper sheet 9, is provided with a groove 13, the upper sheet 9 and the lower sheet 10 are in concave-convex engagement butt joint through the convex tooth 12 and the groove 13 to form a drainage gallery 8 with a circular or arch-shaped cross section, a water-stopping rubber pad 11 is arranged at two end faces of each section of the drainage gallery 8, the reverse-filtering geotextile 5 is covered outside the upper sheet 9, and the size of the reverse-filtering geotextile can completely cover the upper sheet 9; each section of drainage gallery 8 is horizontally arranged between two anti-slide piles 1, the drainage gallery 8 and the two adjacent anti-slide piles 1 are positioned on a vertical plane, two ends of the drainage gallery 8 are arranged on a platform of a drainage gallery mounting positioning bracket 6, and the drainage gallery 8 is butted at the position of a drainage hole 4 on the adjacent anti-slide pile 1 to form a single H-shaped supporting and blocking unit; when the outer bottoms of the two ends of the lower drainage gallery piece 10 are contacted and matched with the platform surface of the positioning bracket 6, the inner bottom surface of the lower drainage gallery piece 10 at the horizontal height is flush with the inner bottom surface of the drainage hole 4.
As shown in fig. 1 and 2, the upper and lower section interfaces of the hollow water permeable anti-slide pile 1 are positioned at the potential sliding surface of the landslide, and the drainage gallery 8 is transversely arranged at the potential sliding surface of the landslide.
As shown in FIG. 2, the cross section of the hollow water-permeable anti-slide pile 1 can be designed into a round shape or a polygonal shape, the diameter is 800-4500 mm when the round cross section is adopted, and the side length is 500-4500 mm when the polygonal cross section is adopted. The section of the steel pipe 3 can be designed into a round shape or a polygonal shape, the diameter or side length of the steel pipe is 50-1000 mm, the thickness of the steel pipe is 5-50 mm, and water permeable holes 10 with the diameter of 3-10 mm are uniformly formed in the steel pipe, so that the groundwater penetrating into the slide-resistant pile can smoothly flow into the steel pipe. The drain hole 4 has a size of 30mm to 500mm, and the bottom surface is the same height as the inner bottom surface of the drain gallery 8 and penetrates the bottom of the steel pipe 3. The upper part of the interface between the permeable concrete section of the slide-resistant pile and the common concrete section is a permeable section, the lower part is a common section, and the position of the interface on the pile body of the slide-resistant pile is higher than the drainage hole 4. The anti-filtering geotechnical cloth 5 is arranged on the permeable part of the slide-resistant pile 1, and the bottom of the anti-filtering geotechnical cloth is not higher than the interface, namely the permeable part of the slide-resistant pile is completely covered.
As shown in fig. 2, the side surface of the slide-resistant pile is provided with a drainage gallery lower piece mounting positioning bracket 6, and when the outer bottom surface of the drainage gallery lower piece 10 butted with the slide-resistant pile is contacted and matched with the positioning bracket 6, the inner bottom surface of the drainage gallery lower piece 8 is flush with the inner bottom surface of the drainage hole 4, so that smooth circulation of water in the structure is ensured.
As shown in fig. 1 and 3, the drainage gallery 8 is intersected with the sliding surface of the sliding body, namely, the sliding surface passes through the drainage gallery 8, the section outline of the drainage gallery is round or a combination shape of rectangle and arch, the width and height dimensions are respectively 0.5-2 times and 0.5-3 times the outer diameter of the slide-resistant pile 1, and the wall thickness of the drainage gallery is 0.1-0.6 times the own transverse outer width. When the prefabricated structure is adopted, the butt joint end surfaces of the upper piece 9 and the lower piece 10 of the drainage gallery are provided with the convex edges 12 and the grooves 13, the width of the cross section of the butt joint end surfaces is smaller than that of the butt joint end surfaces of the upper piece and the lower piece, and the gallery 8 is stably installed when the convex edges and the grooves are mutually embedded. The two end surfaces of the lower piece 10 of the drainage gallery are stuck with water-stopping rubber pads 11, gaps between the water-stopping rubber pads and the anti-slide piles 1 are filled, water flowing out of the drainage holes 4 is prevented from leaking, the outer part of the upper piece 9 is covered with the anti-filtering geotechnical cloth 5, and the outer part of the upper piece 9 is completely covered by the width of the anti-filtering geotechnical cloth. When the cast-in-situ structure is adopted, a template is not arranged at the interface of the upper sheet and the lower sheet of the drainage gallery, and the upper sheet can be poured after the lower sheet is poured.
The invention relates to a construction method of a self-drainage combined landslide support structure, which comprises the following specific implementation steps:
step (1) investigation design: the engineering geological conditions of the landslide body are explored, the hydrometeorological conditions are adopted, and the positions of potential sliding surfaces are determined;
and (2) excavating pile holes of the slide-resistant piles 1: measuring and lofting, determining the center position of a pile hole, excavating the pile hole to the designed depth by selecting a mechanical or manual mode according to geological conditions, and applying reverse-filtering geotechnical cloth 5, wherein when a prefabricated structure is adopted, the anti-slide pile 1 is directly hoisted, or when the soil is soft, the anti-slide pile is driven in a pile driver mode;
and (3) excavating a transverse hole of the drainage gallery 8: excavating from one pile hole to the other pile hole in one direction or excavating from two pile holes to the opposite direction in two directions by adopting a manual hole excavating mode; when the prefabricated structural scheme is adopted, the drainage gallery installation groove is excavated downwards from the ground, the excavation can be carried out by combining the modes of an excavator, a grooving machine or a manual mode, the excavation shape and the dimension are determined by taking safety, economy and convenience in construction as consideration, and when the excavation is carried out to the installation depth of the gallery, an installation space with a circular or rectangular groove section can be excavated, so that the construction is convenient, and the drainage gallery 8 can be installed without difficulty; and (4) constructing a drainage gallery 8: manufacturing a drainage gallery reinforcement cage, reserving a reserved anchoring section, bending the reserved anchoring section by hand to facilitate subsequent construction, applying reverse filtering geotextile 5, pouring a lower sheet 10 by using common concrete, and pouring an upper sheet 9 by using permeable concrete; when the prefabricated structure is adopted, the prefabricated lower drainage gallery piece 10 is lifted firstly, the contact part of the lower parts of the two ends of the lower drainage gallery piece is well contacted with the positioning bracket 6 on the anti-slide pile, the inner bottom surface of the gallery is guaranteed to be the same as the bottom surface of the drain hole 4 on the anti-slide pile, the space between the outer part of the lower gallery piece and soil body is filled with well-graded soil or poured concrete, the water-stopping rubber pad 11 at the joint of the lower gallery piece and the anti-slide pile is inspected to be tightly and seamlessly watertight, if water leaks, the water-stopping rubber pad 11 is blocked by concrete or other materials, the reverse-filtering geotextile 5 is covered and fixed on the outer part of the upper gallery piece, the upper drainage gallery piece 9 is lifted, the clean and no stone soil at the joint of the concave-convex grooves of the upper gallery piece and the lower gallery piece is guaranteed, and the installation groove of the drainage gallery is filled in a backfill mode;
and (5) constructing a steel reinforcement cage of the slide-resistant pile 1: manufacturing a reinforcement cage outside the pile hole, installing and fixing templates of the steel pipe 3 and the drain hole 4 on the reinforcement cage, hoisting the templates into the pile hole, reserving an anchor section for the main reinforcement of the reinforcement cage of the straight drainage gallery, and binding and welding the anchor section with the main reinforcement of the reinforcement cage;
and (6) pouring a concrete pile 2: casting ordinary concrete to the interface, and immediately casting the residual pile body by permeable concrete;
and (7) removing the mould, recovering the site and completing the construction.
The working principle of the invention is as follows: 1, resisting the sliding of a slope soil body: the concrete pile is added with the inner steel pipe pile, has the strong characteristic of bending resistance and shearing resistance, and the anti-slip pile is embedded in the stable soil layer below the sliding surface, and the sliding thrust of the landslide body is resisted by utilizing the reaction force of the stable soil layer, so that the landslide is prevented. 2, controlling the groundwater level: when the underground water level rises, the upper end of the hollow permeable concrete pile and the upper part of the drainage gallery have good water permeability, so that the underground water can permeate into the structure through the permeable concrete; the water which permeates into the inner steel pipe pile can flow downwards to the drain hole through the drainage of the steel pipe, and then flows out of the landslide body through the drain gallery to be drained; the water permeated through the upper portion of the drainage gallery may directly flow out through the drainage gallery. The two are combined to drain large area, the drainage efficiency is high, the underground water can be automatically collected and drained without external force, and the drainage is permanent. 3 anti-freezing effect: because the drainage gallery structure is deep in the landslide body, water near the ground is frozen and solidified in cold weather, and the structure can still effectively drain the ground water which is not frozen in the landslide body. 4 the drainage gallery and the slide-resistant pile are combined and fixed, so that the drainage gallery can have a lifting effect on the slide-slope body at the upper part of the drainage gallery, offset the self weight of a part of the slide-slope body, reduce the sliding force of the slide-slope body and increase the slope stability. 5 increasing the anti-skid force: the drainage gallery is arranged on the sliding surface, and the friction coefficient of the sliding surface can be increased due to the existence of the gallery, so that the friction force of the sliding surface is increased, and the slope stability is improved.

Claims (3)

1. The utility model provides a self-draining combination landslide retaining structure comprises cavity anti-skidding stake (1) and drainage corridor (8), its characterized in that: the anti-slip pile (1) is composed of a concrete pile (2), a steel pipe (3), a drain hole (4), a reverse filtering geotextile (5) and a drain gallery positioning bracket (6), wherein the cross section of the concrete pile (2) is circular or polygonal, the section of the anti-slip pile is divided into two sections at the potential sliding surface of the landslide, the upper section is a hollow section perforated along the axis of the pile body, the hollow section of the upper section is poured by water-permeable concrete, the cross section of the upper section is circular or polygonal, the lower section is a solid section poured by common concrete, the cross section of the steel pipe (3) is circular or polygonal, the wall of the pipe is uniformly provided with a water permeable hole (7), the outer dimension is equal to the inner dimension of the hollow section of the concrete pile (2), the cross section of the drain hole (4) is circular or polygonal, the reverse filtering geotextile (5) is unfolded into a rectangle, the drain gallery positioning bracket (6) is an outwards-protruding wedge-shaped or right-angle trapezoid table, the steel pipe (3) is arranged in the hollow upper section of the concrete pile (2), the steel pipe is tightly attached to the inner wall of the hollow section of the concrete pile (2), the top is tightly attached to the top of the anti-slip pile (1) and the top of the drain hole is flush with the top of the water-permeable concrete pile (2) and the water permeable pile (4) and the water permeable pile (2) and the inner section is formed in the vertical direction of the cross section of the water permeable pile (4) and the water permeable pile (2), the drainage gallery positioning brackets (6) are vertically arranged on two sides of the concrete pile (2), the platform faces to the top of the concrete pile (2) below the drainage holes (4); the drainage gallery (8) consists of an upper sheet (9) poured by pervious concrete, a lower sheet (10) poured by common concrete, reverse-filtering geotechnical cloth (5) and a water-stopping rubber pad (11), wherein the cross section of the upper sheet (9) is in an upper semi-annular shape or an annular arch shape, the cross section of the lower sheet (10) which is impervious corresponds to the cross section of the upper sheet (9) and is in a lower semi-annular shape or a rectangle, and the water-stopping rubber pad (11) is in a shape similar to the cross section of the lower sheet (10); the upper piece (9) and the lower piece (10) are axially and generally provided with ribs (12) along the gallery (8), grooves (13) are correspondingly formed in the end face of the lower piece (10) and the upper piece (9) in a generally extending manner, the ribs (12) are polygonal prism platforms with raised end faces in cross section, the grooves (13) corresponding to the ribs are grooves with polygonal recessed end faces complementary to the ribs (12), the widths of the ribs (12) and the grooves (13) in the cross section are smaller than those of the butt joint end faces of the upper piece and the lower piece, the upper piece (9) and the lower piece (10) are in concave-convex engagement with the grooves (13) through the ribs (12) to form a drainage gallery (8) with a circular or arch-shaped cross section, a water-stopping rubber pad (11) is arranged at two end faces of each section of the drainage gallery (8), and the reverse-filtering geotextile (5) is covered on the outer part of the upper piece (9) and can completely cover the upper piece (9); each section of drainage gallery (8) is horizontally arranged between two anti-slide piles (1), the drainage gallery (8) and the two adjacent anti-slide piles (1) are positioned on a vertical plane, two ends of the drainage gallery (8) are arranged on a platform of a drainage gallery mounting and positioning bracket (6), and the drainage gallery is butted at the position of a drainage hole (4) on the adjacent anti-slide pile (1) to form a single H-shaped supporting unit; when the outer bottom surfaces at the two ends of the lower drainage gallery piece (10) are contacted and matched with the platform surface of the positioning bracket (6), the inner bottom surface of the lower drainage gallery piece (10) at the upper level is flush with the inner bottom surface of the drainage hole (4).
2. The self-draining combined landslide support structure according to claim 1, characterized in that the upper section and the lower section of the hollow water-permeable anti-slide pile (1) are arranged at the potential sliding surface of the landslide, and the draining gallery (8) is transversely arranged at the potential sliding surface of the landslide.
3. The construction method of the self-draining combined landslide support structure of claim 1, which is characterized by comprising the following steps:
step (1) investigation design: the engineering geological conditions of the landslide body are explored, the hydrometeorological conditions are adopted, and the positions of potential sliding surfaces are determined;
and (3) excavating pile holes of the slide-resistant piles (1): measuring lofting, determining the center position of a pile hole, excavating the pile hole to the designed depth, applying reverse-filtering geotechnical cloth (5), and hoisting the prefabricated anti-slip pile (1) into the pile hole to finish installation when a prefabricated structure is adopted;
and (3) excavating a transverse hole of the drainage gallery (8): at the position of a drainage gallery (8) in a pile hole of the anti-slide pile (1), excavating a drainage gallery transverse hole unidirectionally from one pile hole to the other pile hole or bidirectionally from two pile holes to the opposite direction, and excavating a groove for installing the drainage gallery downwards from the ground when adopting a prefabricated structural scheme;
and (4) constructing a drainage gallery (8): installing a drainage gallery reinforcement cage, reserving a reserved anchoring section, installing a drainage gallery pouring template, arranging reverse filtering geotechnical cloth (5), pouring a lower sheet (10) by using common concrete, pouring an upper sheet (9) by using permeable concrete, directly installing the prefabricated lower sheet (10) and the prefabricated upper sheet (9) of the drainage gallery when a prefabricated structure is adopted, and backfilling and compacting grooves installed in the drainage gallery to complete a main structure;
and (5) constructing a slide-resistant pile reinforcement cage: finishing the manufacture of the reinforcement cage outside the hole, installing and fixing the templates of the steel pipe (3) and the drainage hole (4) on the reinforcement cage, hoisting the templates into the pile hole, and binding and welding the templates with the reinforcement cage main bars of the reserved drainage gallery;
and (6) pouring a concrete pile (2): casting ordinary concrete to the interface, and immediately casting the residual pile body by permeable concrete to complete the cast-in-situ main body structure;
and (7) restoring the site to finish the construction.
CN202210257307.4A 2022-03-16 2022-03-16 Self-drainage combined landslide support structure and construction method Active CN114575357B (en)

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