CN114575357A - Self-drainage combined landslide retaining structure and construction method - Google Patents
Self-drainage combined landslide retaining structure and construction method Download PDFInfo
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- CN114575357A CN114575357A CN202210257307.4A CN202210257307A CN114575357A CN 114575357 A CN114575357 A CN 114575357A CN 202210257307 A CN202210257307 A CN 202210257307A CN 114575357 A CN114575357 A CN 114575357A
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- 238000010276 construction Methods 0.000 title claims abstract description 17
- 239000004567 concrete Substances 0.000 claims abstract description 68
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 47
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 40
- 239000010959 steel Substances 0.000 claims abstract description 40
- 239000004746 geotextile Substances 0.000 claims abstract description 27
- 238000009434 installation Methods 0.000 claims abstract description 10
- 239000011380 pervious concrete Substances 0.000 claims abstract description 8
- 230000002787 reinforcement Effects 0.000 claims description 24
- 238000001914 filtration Methods 0.000 claims description 9
- 210000001503 joint Anatomy 0.000 claims description 6
- 238000004873 anchoring Methods 0.000 claims description 5
- 238000004519 manufacturing process Methods 0.000 claims description 5
- 230000000903 blocking effect Effects 0.000 claims description 4
- 230000008093 supporting effect Effects 0.000 claims description 4
- 239000004744 fabric Substances 0.000 claims description 3
- 238000011835 investigation Methods 0.000 claims description 3
- 239000007787 solid Substances 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 230000000295 complement effect Effects 0.000 claims description 2
- 230000000149 penetrating effect Effects 0.000 claims description 2
- 238000007789 sealing Methods 0.000 claims description 2
- 239000002689 soil Substances 0.000 abstract description 12
- 230000035699 permeability Effects 0.000 abstract description 3
- 239000012466 permeate Substances 0.000 abstract description 2
- 230000000694 effects Effects 0.000 description 7
- 239000003651 drinking water Substances 0.000 description 3
- 235000020188 drinking water Nutrition 0.000 description 3
- 230000008014 freezing Effects 0.000 description 3
- 238000007710 freezing Methods 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 230000001976 improved effect Effects 0.000 description 2
- 230000001965 increasing effect Effects 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000001939 inductive effect Effects 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 230000002262 irrigation Effects 0.000 description 1
- 238000003973 irrigation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F5/00—Sewerage structures
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- Y—GENERAL 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
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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- Mining & Mineral Resources (AREA)
- General Engineering & Computer Science (AREA)
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- Paleontology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Hydrology & Water Resources (AREA)
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- Public Health (AREA)
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- 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 retaining structure and a construction method belong to the field of rock-soil retaining engineering and slope management, and the structure comprises anti-slide piles and a drainage gallery; the anti-slide pile consists of a concrete pile, a steel pipe, a drain hole, a reversed filter geotextile and a drain gallery installation positioning bracket, wherein the upper section of the anti-slide pile is poured by pervious concrete and has water permeability; the drainage gallery is communicated with a drainage hole in the water-permeable anti-slide pile, underground water can permeate into the pile body through the water-permeable section of the anti-slide pile, flows into the drainage hole through drainage of the inner wall of the steel pipe and is finally drained out of the landslide body through the drainage gallery; the drainage corridor is divided into an upper piece and a lower piece, the upper piece is poured by permeable concrete and also has a permeable function, and part of water in the landslide body can seep into the drainage corridor to be drained away. The two modes are combined, so that underground water in the landslide body can be effectively discharged, and the stability of the landslide and the rainfall resistance are enhanced.
Description
Technical Field
The invention belongs to rock-soil retaining engineering and slope management technology, and particularly relates to a slope drainage and retaining combined landslide management and reinforcement structure technology.
Background
Geological disasters occur frequently in China, wherein landslide disasters are one of the most main geological disasters, and the landslide disasters often cause traffic blockage and river blockage, so that a great amount of life threats and property loss are caused. Factors related to groundwater, such as precipitation or irrigation, are one of the main causes of landslide disasters. The rising of the underground water level can soften the rock and soil body and increase the hydraulic gradient and the like. The characteristics of heavy rain and heavy slip, light rain and light slip, no rain and no slip exist on a plurality of landslides. In fact, inducing landslide by rainfall is only an intuitive statement, and in particular, landslide is induced due to the complex interaction between groundwater formed by rainfall infiltration and the geotechnical bodies on the slope. Therefore, an important link of slope stability is the design of a drainage system, and the reasonable and effective drainage system can achieve the effect of twice with half the effort.
In the prior art, the slide-resistant pile is an engineering measure which is widely applied and is suitable for treating various large and medium landslides. However, the conventional reinforced concrete slide-resistant pile does not have a drainage function and has a certain interference effect on the seepage path of water in the rock-soil slope. Some neotype friction pile (cavity or the other ponding hole that sets up of stake) can collect and take out the water around the pile body, but the cavity stake needs set up the guiding gutter of certain quantity on the pile body, there is certain influence to pile body intensity, the other ponding hole of stake generally also need set up the drain pipe around the ponding hole and can introduce water, all take out or water conservancy diversion to the landslide body lower part stable rock stratum in through the drinking-water pump through the drinking-water pipe after collecting water, the drinking-water pump needs the circular telegram, set up troublesome and non-permanent, and it is big with therefore the risk of water drainage to the lower part because the infiltration channel is undefined in the soil body, the drainage degree of depth is big the more the degree of difficulty is higher.
In the prior art, drainage galleries arranged in ground surface drainage and slope bodies are common drainage measures in landslide control. The earth surface dredging flow can only dredge and drain water on the slope surface, has no effect on water permeating into the slope body, and loses effect under the freezing effect of cold weather water in winter. In the prior art, the drainage galleries arranged in the slope body only have the function of drainage, and the effect of reinforcing the slope body is not achieved. Some new drainage galleries have additional water conducting holes or capillary water conducting pipes to assist in the operation of introducing water into the drainage gallery to enhance drainage efficiency.
In conclusion, the existing slide-resistant pile with the drainage function has a complex drainage mode; the drainage gallery arranged in the existing slope body has single function and high construction difficulty; the surface drainage effect is not obvious and the cold climate is invalid. Therefore, a structure capable of solving the above three problems simultaneously is required.
Disclosure of Invention
The invention aims to provide a self-drainage combined landslide retaining structure and a construction method.
The invention relates to a self-drainage combined landslide retaining 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-slide pile 1 is composed of a concrete pile 2, a steel pipe 3, a drain hole 4, an anti-filter geotextile 5 and a drainage gallery positioning bracket 6, the cross section of the concrete pile 2 is circular or polygonal, the part of the potential slide surface of a landslide is divided into two sections, the upper section is a hollow section which is provided with a hole along the axis of a pile body and is poured by permeable mixed concrete, the hollow cross section in the upper section is circular or polygonal, the lower section is a solid section which is poured by common concrete, the cross section of the steel pipe 3 is circular or polygonal, the through length of the pipe wall is uniformly provided with a permeable hole 7, the external dimension is equal to the internal dimension of the hollow section of the concrete pile 2, the cross section of the drain hole 4 is circular or polygonal, the anti-filter geotextile 5 is unfolded into a plurality of rectangles, the drainage gallery positioning bracket 6 is an overhanging wedge-shaped or right-angled trapezoidal table 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 of the anti-slide pile is flush with the top of the anti-slide pile 1, the bottom of the anti-slide pile is communicated with a drain hole 4, the drain hole 4 is horizontally communicated with the junction of the upper section and the lower section of the concrete pile 2, the anti-slide pile 2 passes through the center of the cross section of the concrete pile 2 and is perpendicular to the sliding direction of a landslide, the anti-slide pile is communicated with an internal steel pipe pile 3 to form an inverted T shape, an inverted filter geotextile 5 is wound and wrapped on the upper section of the concrete pile 2, a drain gallery positioning bracket 6 is vertically arranged on two sides of the concrete pile 2, the lower part of the drain hole 4 is arranged, and the platform surface faces the top of the concrete pile 2; the drainage corridor 8 consists of an upper sheet 9 poured by pervious concrete, a lower sheet 10 poured by ordinary concrete, a reversed filter geotextile 5 and a water-stopping rubber pad 11, wherein the cross section of the pervious upper sheet 9 is in a shape of an upper semi-ring or an annular arch, the cross section of the impervious lower sheet 10 corresponds to the upper sheet 9 and is in a shape of a lower semi-ring or a rectangle, and the water-stopping rubber pad 11 is in a shape similar to the cross section of the lower sheet 10; a convex rib 12 is arranged on the end face, butted with the upper sheet 9 and the lower sheet 10, of the upper sheet along the axial direction of the gallery 8, a groove 13 is arranged on the end face, butted with the upper sheet 9, of the lower sheet 10, of the upper sheet, the groove 13 corresponding to the convex rib 12 is a groove of a polygonal concave end face complementary to the convex rib 12, the width of the cross section of each convex rib 12 and the width of the cross section of each groove 13 are smaller than that of the butted end face of the upper sheet and the butted end face of the lower sheet, the upper sheet 9 and the lower sheet 10 are in concave-convex meshing butt joint through the convex ribs 12 and the grooves 13 to form a drainage gallery 8 with a circular or arched cross section, a water-stopping rubber pad 11 is arranged on the two end faces of each section of the drainage gallery 8, the anti-filtering geotextile 5 covers the outer part of the upper sheet 9, and the size 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 two anti-slide piles 1 adjacent to the drainage gallery 8 are positioned on a vertical plane, two ends of the drainage gallery 8 are arranged on a platform of a drainage gallery installation positioning bracket 6, and are butted at the positions of the water drainage holes 4 on the anti-slide piles 1 adjacent to the drainage gallery 8 to form a single H-shaped supporting and blocking unit; when the outer bottom surfaces 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 discloses a construction method of a self-drainage combined landslide supporting structure, which comprises the following steps:
step (1), investigation and design: surveying the engineering geological conditions and the hydrological meteorological conditions of the landslide body, and determining the position of the potential sliding surface;
and (3) excavating pile holes of the anti-slide piles 1 in the step (2): measuring and lofting, determining the center position of a pile hole, excavating the pile hole to a designed depth, applying the reverse filter geotextile 5, and hoisting the prefabricated slide-resistant pile 1 into the pile hole to finish installation when a prefabricated structure is adopted;
excavating the transverse holes of the drainage gallery 8 in the step (3): excavating a drainage gallery horizontal hole from one pile hole to the other pile hole in a one-way mode or excavating a drainage gallery horizontal hole from two pile holes to the opposite direction in a two-way mode in the position of a drainage gallery 8 in the pile holes of the anti-slide pile 1 in a hole excavating mode, and excavating a groove for installing the drainage gallery downwards from the ground when a prefabricated structure scheme is adopted;
and (4) constructing a drainage gallery 8: installing a drainage gallery steel reinforcement cage, reserving a reserved anchoring section, installing a drainage gallery pouring template, arranging an inverted filter geotextile 5, pouring a lower sheet 10 by using common concrete, pouring an upper sheet 9 by using permeable concrete, directly installing the prefabricated drainage gallery lower sheet 10 and the prefabricated upper sheet 9 when adopting a prefabricated structure, backfilling and compacting a groove for installing the drainage gallery, and completing a main structure;
and (5) constructing an anti-slide pile reinforcement cage: finishing the manufacture of a steel reinforcement cage outside the hole, installing and fixing the steel pipe 3 and the template of the drain hole 4 on the steel reinforcement cage, hoisting the steel pipe into the pile hole, and binding and welding the steel reinforcement cage with a steel reinforcement cage main reinforcement of a reserved drain gallery;
step (6), pouring the concrete pile 2: pouring common concrete to the interface, and immediately pouring the residual pile body by using pervious concrete to finish the cast-in-place main body structure;
and (7) recovering the site to finish construction.
The invention has the beneficial effects that: 1, the water permeability, the freeze-thaw resistance and the strength of the pervious concrete are fully utilized, so that the structure has the functions of reducing the underground water level and resisting freeze-thaw. 2 the structure can permanently and automatically accumulate water and drain water without pumping out by an electric pump or draining the water to the lower part of the landslide body. 3 because the drainage gallery structure is deep inside the landslide body, deep drainage can be realized, and underground water which is not frozen yet in the landslide body can still be drained under the freezing action of water near the ground in cold weather. And 4, the drainage gallery is combined with the anti-slide pile, so that the drainage gallery also has bearing capacity, the upper soil body of the sliding surface is unloaded and lifted, and the downward sliding force of the sliding mass is reduced. And 5, the drainage gallery is arranged on the sliding surface, so that the friction force of the sliding surface of the landslide can be increased, and the stability of the landslide is improved. The 6-structure construction is convenient, the site pouring or the prefabricated hoisting can be realized according to the thickness of the landslide body, the manufacturing cost is low, and the landslide control 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 pile and a drainage corridor, and fig. 3 is a schematic cross-sectional view of the drainage corridor, in which: the water drainage gallery anti-skidding pile comprises a hollow permeable concrete anti-skidding pile 1, a concrete pile 2, a steel pipe 3, a water drainage hole 4, a reversed filter geotextile 5, a drainage gallery installation positioning bracket 6, a water 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 stop rubber sheet 11, an upper sheet convex edge 12 and a lower sheet groove 13.
Detailed Description
The features of the present invention will be further described with reference to the accompanying drawings and specific embodiments, which are given by way of illustration only and are not intended to limit the scope of the invention. After reading this disclosure, any modification, equivalent replacement and improvement made within the spirit and principle of the present invention shall fall within the protection scope of the present invention.
As shown in fig. 1 to 3, the invention is a self-drainage combined landslide retaining structure and a construction method, the self-drainage combined landslide retaining structure comprises a hollow permeable anti-slide pile 1 and a drainage gallery 8, the anti-slide pile 1 comprises a concrete pile 2, a steel pipe 3, a drainage hole 4, an anti-filter geotextile 5 and a drainage gallery positioning bracket 6, the cross section of the concrete pile 2 is circular or polygonal, the landslide potential sliding surface is divided into two sections, the upper section is a hollow section which is provided with holes along the axial line of a pile body and is poured by permeable concrete, the hollow cross section in the upper section is circular or polygonal, the lower section is a solid section which is poured by common concrete, the cross section of the steel pipe 3 is circular or polygonal, the pipe wall length is uniformly provided with 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 drainage hole 4 is circular or polygonal, the anti-filter geotextile 5 is unfolded into multiple rectangles, the drainage gallery positioning bracket 6 is a wedge-shaped or right-angled trapezoid table block which is cantilevered, 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 of the steel pipe is flush with the top of the slide-resistant pile 1, the bottom of the steel pipe is extended to the drain hole 4, the drain hole 4 is horizontally communicated with the junction of the upper section and the lower section of the concrete pile 2, the steel pipe is communicated with the inner steel pipe pile 3 to form an inverted T shape through the center of the cross section of the concrete pile 2 and is perpendicular to the sliding direction of a landslide, the inverted T-shaped steel pipe is wrapped on the upper section of the concrete pile 2 in a winding manner by the inverted filter geotextile 5, the drainage gallery positioning bracket 6 is vertically arranged on two sides of the concrete pile 2, the lower part of the drain hole 4, and the platform surface faces the top of the concrete pile 2; the drainage corridor 8 consists of an upper sheet 9 poured by pervious concrete, a lower sheet 10 poured by ordinary concrete, a reversed filter geotextile 5 and a water-stopping rubber pad 11, wherein the cross section of the pervious upper sheet 9 is in a shape of an upper semi-ring or an annular arch, the cross section of the impervious lower sheet 10 corresponds to the upper sheet 9 and is in a shape of a lower semi-ring 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 contacted with the lower sheet 10, is provided with a convex tooth 12, the corresponding part of the lower sheet 10, which is contacted with the upper sheet 9, is provided with a groove 13, the upper sheet 9 and the lower sheet 10 are in concave-convex occlusion butt joint through the convex tooth 12 and the groove 13 to form a drainage gallery 8 with a circular or arched cross section, the water-stopping rubber pads 11 are arranged on two end faces of each section of the drainage gallery 8, the anti-filtering geotextile 5 covers the outer part of the upper sheet 9, and the size of the anti-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 two anti-slide piles 1 adjacent to the drainage gallery 8 are located on a vertical plane, two ends of the drainage gallery 8 are arranged on a platform of a drainage gallery installation positioning bracket 6, and are in butt joint with the positions of the water drainage holes 4 on the anti-slide piles 1 adjacent to the drainage gallery 8 to form a single H-shaped supporting and blocking unit; when the outer bottom surfaces 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 interfaces of the hollow water-permeable anti-slide pile 1 are at the potential slip surface of the landslide, and the drainage gallery 8 is transversely arranged at the potential slip surface of the landslide.
As shown in figure 2, the cross section of the hollow water-permeable antiskid pile 1 can be designed to be circular or polygonal, the diameter is 800 mm-4500 mm when the circular cross section is adopted, and the side length is 500 mm-4500 mm when the polygonal cross section is adopted. The section of the steel pipe 3 can be designed to be circular or polygonal, the diameter or side length of the steel pipe is 50 mm-1000 mm, the thickness of the steel pipe is 5 mm-50 mm, and water permeable holes 10 with the diameter of 3 mm-10 mm are uniformly formed in the steel pipe, so that the underground water penetrating into the slide-resistant pile can smoothly flow into the slide-resistant pile. The size of the drain hole 4 is 30 mm-500 mm, the bottom surface of the drain hole is as high as the inner bottom surface of the drain gallery 8 and is communicated with the bottom of the inner steel pipe pile 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 of the interface is a common section, and the position of the interface on the pile body of the slide-resistant pile is higher than the drain hole 4. The anti-filter geotextile 5 is arranged at the permeable part of the slide-resistant pile 1, and the bottom of the anti-filter geotextile is not higher than the interface, namely the permeable part of the slide-resistant pile is completely covered.
As shown in figure 2, a drainage gallery lower piece is arranged on the side surface of the anti-slide pile and is provided with a positioning bracket 6, when the outer bottom surface of the drainage gallery lower piece 10, which is butted with the anti-slide pile, is in contact fit 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, and the water in the structure can be ensured to smoothly circulate.
As shown in fig. 1 and 3, the drainage gallery 8 crosses the sliding surface of the landslide body, i.e., the sliding surface of the landslide body passes through the drainage gallery 8, the outer contour of the cross section of the drainage gallery is in a circular shape or a combined shape of a rectangle and an arch, the width and the height of the drainage gallery are respectively 0.5-2 times and 0.5-3 times of the outer diameter of the slide-resistant pile 1, and the wall thickness of the drainage gallery is 0.1-0.6 times of the self transverse outer width. When a prefabricated structure is adopted, the abutting end faces of the upper piece 9 and the lower piece 10 of the drainage gallery are provided with convex edges 12 and grooves 13, the width of the cross section of each convex edge is smaller than that of the abutting end faces 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. And water-stopping rubber pads 11 are adhered to two end faces of the lower piece 10 of the drainage gallery to fill gaps between the lower piece and the anti-slide piles 1 so as to ensure that water flowing out of the drainage holes 4 cannot leak out, the upper piece 9 is covered with the anti-filtering geotextile 5, and the upper piece 9 is completely covered by the width of the anti-filtering geotextile. When the cast-in-place structure is adopted, no template is 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 retaining structure, which comprises the following specific implementation steps of:
step (1), investigation and design: surveying engineering geological conditions and hydrometeorological conditions of a landslide body, and determining the position of a potential sliding surface;
and (3) excavating pile holes of the anti-slide piles 1 in the step (2): measuring and lofting, determining the center position of a pile hole, selecting a mechanical or manual mode to excavate the pile hole to the designed depth according to geological conditions, and applying the anti-filtration geotextile 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 by a pile driver;
and (3) excavating a transverse hole of the drainage gallery 8: adopting a manual hole digging mode to dig from one pile hole to the other pile hole in a one-way mode or from two pile holes to dig in pairs in a two-way mode; when the prefabricated structure 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 trenching machine or manpower and the like, the excavation shape and the size are determined by taking safe, economical and convenient construction as consideration, and when the drainage gallery installation groove is excavated to the depth of gallery installation, the drainage gallery 8 can be excavated into an installation space with a circular or rectangular section so as to facilitate construction and install the drainage gallery 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 to facilitate subsequent construction, constructing a reverse filter geotextile 5, pouring a lower sheet 10 by using common concrete, and pouring an upper sheet 9 by using permeable concrete; when a prefabricated structure is adopted, firstly hoisting a prefabricated drainage gallery lower piece 10, determining that the contact part of the lower parts of the two ends of the prefabricated drainage gallery lower piece is well contacted with a positioning bracket 6 on an anti-slide pile, ensuring that the bottom surface of the inner part of the gallery is as high as the bottom surface of a drainage hole 4 on the anti-slide pile, then adopting well-graded soil filling and compacting or pouring concrete filling for the space between the outer part of the lower piece and a soil body, checking that the space between a sealing rubber pad 11 at the joint of the lower piece and the anti-slide pile and the pile are tight and seamless, and preventing water leakage, blocking with concrete or other materials if water leakage occurs, covering and fixing the anti-filtering geotechnical cloth 5 outside the upper piece, hoisting a drainage gallery upper piece 9, ensuring that the joint of concave and convex grooves of the upper piece and the lower piece is clean and free of stone, and then backfilling and compacting a drainage gallery mounting groove;
step (5), constructing an anti-slide pile 1 reinforcement cage: finishing the manufacture of a reinforcement cage outside the pile hole, installing and fixing templates of the inner steel pipe pile 3 and the drain hole 4 on the reinforcement cage, hoisting the templates into the pile hole, and pre-reserving an anchoring section for a reinforcement cage main reinforcement of the straight drainage gallery and binding and welding the reinforcement cage main reinforcement with the reinforcement cage main reinforcement;
step (6), pouring the concrete pile 2: pouring common concrete to the interface, and immediately pouring the residual pile body by using pervious concrete;
and (7) removing the formwork, recovering the site and completing construction.
The working principle of the invention is as follows: 1 resisting slope soil body sliding: the concrete pile and the inner steel pipe pile have the characteristics of strong bending resistance and shearing resistance, the anti-slide pile is embedded and fixed in a stable soil layer below a sliding surface, and the sliding thrust of a landslide body is resisted by the counterforce of the stable soil layer, so that the landslide is prevented. 2, controlling underground water 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 underground water can permeate into the structure through the permeable concrete; the water seeped into the inner steel pipe pile can flow downwards to the drain hole through the drainage of the steel pipe, and then flows to the outside of the landslide body through the drainage gallery to be drained away; the water that seeps through the upper portion of the drain gallery may flow directly out through the drain gallery. The combined drainage area of the two is large, the drainage efficiency is high, the underground water can be collected and drained automatically without external force, and the drainage is permanent. 3, freezing resistance: because the drainage gallery structure is deep inside the landslide body, water near the ground is frozen and solidified in cold weather, and the structure can still effectively discharge the unfrozen underground water in the landslide body. 4 the drainage gallery and the anti-slide pile are fixed in a combined mode, so that the drainage gallery can lift the upper sliding mass of the drainage gallery, the dead weight of a part of the sliding mass is offset, the downward sliding force of the sliding mass is reduced, and the stability of the side slope is improved. 5, increasing the anti-sliding force: the drainage gallery is arranged on the sliding surface, and the existence of the gallery can increase the friction coefficient of the sliding surface, increase the friction force of the sliding surface and increase the stability of the slope.
Claims (3)
1. The utility model provides a from drainage combination landslide retaining structure comprises cavity friction pile (1) and drainage corridor (8) of permeating water, its characterized in that: the anti-slide pile (1) is composed of a concrete pile (2), a steel pipe (3), a drain hole (4), an anti-filter geotextile (5) and a drainage gallery positioning bracket (6), wherein the cross section of the concrete pile (2) is circular or polygonal, the potential sliding surface of a landslide is divided into two sections, the upper section is a hollow section which is provided with holes along the axis of a pile body and is poured by permeable mixed concrete, the hollow cross section in the upper section is circular or polygonal, the lower section is a solid section which is poured by common concrete, the cross section of the steel pipe (3) is circular or polygonal, the through length of the pipe wall is uniformly provided with permeable holes (7), the outer dimension is equal to the inner dimension of the section of the hollow section of the concrete pile (2), the cross section of the drain hole (4) is circular or polygonal, the anti-filter geotextile (5) is unfolded into a plurality of rectangles, the drainage gallery positioning bracket (6) is an externally-cantilevered wedge-shaped or right-angle trapezoidal platform block, the steel pipe (3) is arranged in the hollow upper section of the concrete pile (2), the anti-slip concrete pile is tightly attached to the inner wall of the hollow section of the concrete pile (2), the top of the anti-slip concrete pile is flush with the top of the anti-slip pile (1), the bottom of the anti-slip concrete pile is communicated with a drain hole (4), the drain hole (4) is horizontally arranged at the junction of the upper section and the lower section of the concrete pile (2) in a penetrating manner, the anti-slip concrete pile is communicated with the inner steel pipe pile (3) through the center of the cross section of the concrete pile (2) and is perpendicular to the sliding direction of a landslide to form an inverted T shape, the anti-filter geotextile (5) is wound and wrapped on the upper section of the concrete pile (2), the drainage gallery positioning brackets (6) are vertically arranged on two sides of the concrete pile (2), the lower part of the drain hole (4) is provided, and the platform surface faces the top of the concrete pile (2); the drainage corridor (8) consists of an upper sheet (9) poured by pervious concrete, a lower sheet (10) poured by ordinary concrete, a reversed filter geotextile (5) and a water-stopping rubber pad (11), wherein the cross section of the pervious upper sheet (9) is in an upper semi-annular shape or an annular arch shape, the cross section of the impervious lower sheet (10) corresponds to the upper sheet (9) and is in a lower semi-annular shape or a rectangular shape, and the water-stopping rubber pad (11) is in a shape similar to the cross section of the lower sheet (10); a convex rib (12) is arranged on the end surface of the upper sheet (9) butted with the lower sheet (10) along the axial direction of the gallery (8), a groove (13) is arranged corresponding to the butt joint end surface of the lower sheet (10) and the upper sheet (9) in a through length way, the cross section of the convex edge (12) is a polygonal frustum of a convex end surface, the corresponding groove (13) is a groove with a polygonal concave end face complementary to the convex rib (12), the widths of the convex rib (12) and the groove (13) on the cross section are smaller than the butt joint end faces of the upper sheet and the lower sheet, the upper sheet (9) and the lower sheet (10) are in concave-convex occlusion butt joint through the convex rib (12) and the groove (13) to form a drainage gallery (8) with a circular or arched cross section, the sealing rubber pads (11) are arranged on two end faces of each section of the drainage gallery (8), the anti-filtering geotechnical cloth (5) covers the outer part of the upper sheet (9), and the size of the anti-filtering geotechnical cloth 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 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 are butted at the positions of water drainage holes (4) on the anti-slide piles (1) adjacent to the drainage gallery to form a single H-shaped supporting and blocking unit; when the outer bottom surfaces 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).
2. The self-draining combined landslide retaining structure according to claim 1, wherein the upper and lower section interface of the hollow water-permeable anti-slide pile (1) is at the landslide potential slip plane, and the drainage gallery (8) is transversely arranged at the landslide potential slip plane.
3. The construction method of the self-draining combined landslide retaining structure of claim 1, comprising the steps of:
step (1), investigation and design: surveying engineering geological conditions and hydrometeorological conditions of a landslide body, and determining the position of a potential sliding surface;
and (3) excavating pile holes of the anti-slide piles (1) in the step (2): measuring and lofting, determining the center position of a pile hole, excavating the pile hole to a designed depth, applying reverse filter geotextile (5), and hoisting the prefabricated slide-resistant pile (1) into the pile hole to finish installation when a prefabricated structure is adopted;
excavating the transverse holes of the drainage gallery (8) in the step (3): excavating a drainage gallery crosshole from one pile hole to the other pile hole in a one-way mode or excavating a drainage gallery crosshole from two pile holes in two directions at the position of a drainage gallery (8) in a pile hole of the anti-slide pile (1) in a hole digging mode, and excavating a groove for installing the drainage gallery downwards from the ground when a prefabricated structure scheme is adopted;
and (4) constructing a drainage gallery (8): installing a drainage gallery steel reinforcement cage, reserving a reserved anchoring section, installing a drainage gallery pouring template, arranging reversed filter geotextile (5), pouring a lower sheet (10) by using common concrete, pouring an upper sheet (9) by using permeable concrete, directly installing the prefabricated drainage gallery lower sheet (10) and the prefabricated upper sheet (9) when adopting a prefabricated structure, backfilling and compacting a groove for installing the drainage gallery, and completing a main structure;
and (5) constructing an anti-slide pile reinforcement cage: finishing the manufacture of a steel reinforcement cage outside the hole, installing and fixing the templates of the steel pipe (3) and the drain hole (4) on the steel reinforcement cage, hoisting the templates into the pile hole, and binding and welding the templates with a steel reinforcement cage main reinforcement of a reserved drain gallery;
and (6) pouring the concrete pile (2): pouring common concrete to the interface, and immediately pouring the residual pile body by using pervious concrete to complete the cast-in-place main body structure;
and (7) recovering the site to finish construction.
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