CN109629582B - Special-shaped drainage slide-resistant pile and construction method thereof - Google Patents
Special-shaped drainage slide-resistant pile and construction method thereof Download PDFInfo
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- CN109629582B CN109629582B CN201910038028.7A CN201910038028A CN109629582B CN 109629582 B CN109629582 B CN 109629582B CN 201910038028 A CN201910038028 A CN 201910038028A CN 109629582 B CN109629582 B CN 109629582B
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- 238000010276 construction Methods 0.000 title claims abstract description 35
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 65
- 239000002689 soil Substances 0.000 claims abstract description 48
- 239000004575 stone Substances 0.000 claims abstract description 14
- 238000001914 filtration Methods 0.000 claims description 24
- 239000004744 fabric Substances 0.000 claims description 22
- 238000007789 sealing Methods 0.000 claims description 14
- 238000000034 method Methods 0.000 claims description 10
- 230000002787 reinforcement Effects 0.000 claims description 6
- 235000008733 Citrus aurantifolia Nutrition 0.000 claims description 5
- 235000011941 Tilia x europaea Nutrition 0.000 claims description 5
- 239000004567 concrete Substances 0.000 claims description 5
- 239000004571 lime Substances 0.000 claims description 5
- 210000001624 hip Anatomy 0.000 claims description 4
- 230000001681 protective effect Effects 0.000 claims description 3
- 239000004746 geotextile Substances 0.000 claims description 2
- 206010066054 Dysmorphism Diseases 0.000 claims 1
- 238000005253 cladding Methods 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 2
- 238000005452 bending Methods 0.000 description 13
- 238000010008 shearing Methods 0.000 description 9
- 238000004364 calculation method Methods 0.000 description 7
- 238000006073 displacement reaction Methods 0.000 description 7
- 239000011150 reinforced concrete Substances 0.000 description 3
- 238000011166 aliquoting Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000012938 design process Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 239000002023 wood Substances 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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a special-shaped drainage anti-slide pile and a construction method thereof, wherein the special-shaped drainage anti-slide pile comprises a pile body coated with an outer retaining wall, the cross section of the pile body is of a trapezoid structure, the long side of the trapezoid structure is a pile body earth facing surface, the short side of the trapezoid structure is a pile body earth facing surface, a template which extends obliquely towards the pile body earth facing surface is arranged from the bottom of the pile body cantilever section earth facing surface to the pile top, broken stones are filled in a wedge-shaped cavity between the template and the outer retaining wall earth facing surface, a water collecting pipe is vertically arranged in the wedge-shaped cavity, and a drain pipe at the bottom of the water collecting pipe obliquely penetrates downwards out of the pile body earth facing surface; the outer guard wall is provided with a water drain hole by the soil surface, and a water drain pipe is inserted into the water drain hole. The long side of the trapezoid structure of the pile body is a soil facing surface, so that the action width of the pile body is improved, the deformation resistance of the slide-resistant pile is improved, and the safety of a side slope is ensured; and the cross section of the cantilever section is linearly reduced from bottom to top, so that the construction cost is reduced, the pile body cantilever section is integrated with a vertical drainage system, the drainage effect is good, and the safety of the slide-resistant pile is ensured.
Description
Technical Field
The invention relates to a slide-resistant pile, in particular to a special-shaped drainage slide-resistant pile and a construction method of the special-shaped drainage slide-resistant pile.
Background
The anti-slide pile is to make the pile body go deep into the rock-soil body, and the pile body resists the sliding force of the slide body by virtue of the strong anti-deformation capability of the pile body, so that the safety of the side slope is ensured. The anti-slide pile has the advantages of small excavation surface, small masonry volume, flexible layout position, high construction speed, good reinforcement effect and the like, is widely applied to the fields of water conservancy, highways, railways, constructional engineering and the like, and is suitable for repairing shallow, medium and thick layers and deep large landslide. According to the thickness of the landslide body, the thrust, the waterproof requirement, the construction condition and the like, wood piles, steel piles, concrete piles or reinforced concrete piles can be selected during construction.
The existing reinforced concrete pile consists of an outer layer concrete wall and an inner layerThe pile body is formed, the structure of the anti-slide pile mainly comprises a cylindrical pile and a rectangular pile, wherein the cylindrical pile is a mechanical pore-forming pile, and the rectangular pile is an artificial pore-forming pile. Both of the above mentioned cleats have the following drawbacks when used later: firstly, the resistance action of soil cannot be fully exerted; secondly, because the downward sliding force of the support is larger, the cross section size of the pile body is larger, the engineering cost is high, and the Zhao Gutang landslide of the channel and the stand east of the temple of the XiangYu railway is taken as an example, the landslide is reinforced by the rectangular pile, and the maximum cross section area of the rectangular pile is 24.5m 2 The construction cost of the single slide-resistant pile is up to 180 ten thousand calculated by 50m of pile length and 1500 yuan per square reinforced concrete price, and the construction cost is high; thirdly, the existing drainage system of the landslide is independently arranged with the anti-slide pile, when the water content of the landslide body is large, a deep drain pipe or a vertical seepage well is required to be arranged for drainage, the effective period of the deep drain pipe is only 2 years, so that the accumulated water of the later-stage side slope cannot be drained, the plane size of the vertical seepage well is large, and the engineering cost is further increased; fourth, before construction, cantilever pile method and elastic foundation beam method are generally adopted to calculate bending moment and shearing force of pile body, the two calculation methods can only be used for calculating conventional round and square anti-slide piles, and the process is tedious, errors are easy to occur in the design process, and because the limitation of coefficient precision is provided in the calculation table, the error of the design result is large, the phenomenon of non-conforming to theoretical assumption occurs, and the calculated amount is increased.
Disclosure of Invention
The invention aims to provide a special-shaped drainage anti-slide pile with good stability, construction cost saving and drainage performance, and also provides a construction method of the special-shaped drainage anti-slide pile.
In order to achieve the above purpose, the invention adopts the following technical scheme:
the special-shaped drainage anti-slip pile comprises a pile body coated with an outer retaining wall, wherein the pile body is composed of a built-in section positioned in a rock-soil body and a cantilever section positioned above the rock-soil body, the cross section of the pile body is of a trapezoid structure, the side surface corresponding to the long side of the trapezoid structure is the earth facing surface of the pile body, the side surface corresponding to the short side of the trapezoid structure is the earth facing surface of the pile body, a template which extends obliquely towards the earth facing surface of the pile body is arranged from the bottom of the earth facing surface of the cantilever section of the pile body to the pile top, broken stones are filled in a wedge-shaped cavity between the template and the earth facing surface of the outer retaining wall, and the top of the broken stones is covered with a sealing layer; a water collecting pipe is vertically arranged in the wedge-shaped cavity close to the inner side of the outer retaining wall ground surface, and a drain pipe communicated with the bottom of the water collecting pipe is downwards inclined to penetrate out of the soil facing surface of the pile body; the outer retaining wall positioned on the cantilever section is provided with a plurality of groups of water discharge holes communicated with the wedge-shaped cavity at intervals from bottom to top by the soil surface, and each water discharge hole is internally inserted with a water discharge pipe extending obliquely upwards.
The wall of the drain pipe and the wall of the water collecting pipe are respectively coated with a reverse filtering geotechnical cloth I, and the inner surface of the side wall of the wedge-shaped cavity is attached with a reverse filtering geotechnical cloth II.
The length of the water discharge pipe is 4-6 m, and the inclination angle alpha of the water discharge pipe is 10-20 degrees.
The sealing layer is a lime soil sealing layer with the thickness of 0.5-1 m, and the top of the lime soil sealing layer is consistent with the pile top of the pile body in height.
The spacing between the uppermost group of water discharge holes and the pile top of the pile body is 2m.
The invention relates to a construction method of a special-shaped drainage anti-slide pile, which comprises the following steps:
firstly, determining a pile construction position on a landslide, excavating and constructing an outer retaining wall to form a pile hole, and constructing a reinforcement cage in the pile hole;
secondly, arranging a plurality of groups of water discharge holes at intervals from top to bottom on an outer protective wall above the bottom sliding surface of the landslide sliding body by soil, inserting a water discharge flower pipe into each water discharge hole, and wrapping the pipe wall of the water discharge flower pipe by using a reverse filtering geotextile I;
thirdly, paving reverse filtering geotechnical cloth II on the inner side of the soil surface of the outer retaining wall positioned on the cantilever section, extending the two waists of the trapezoid structure at the front side and the rear side of the reverse filtering geotechnical cloth II towards the soil facing surface of the pile body, supporting self-templates on the cantilever section of the pile body, and correspondingly pressing the front side and the rear side edges of the reverse filtering geotechnical cloth II on the front side and the rear side of the templates, wherein the templates and the soil surface of the outer retaining wall form a wedge-shaped cavity;
fourthly, vertically placing a water collecting pipe on the inner side of the soil surface of the outer retaining wall positioned on the cantilever section, wrapping the pipe wall of the water collecting pipe by using reverse filtering geotechnical cloth I, arranging a drain hole extending obliquely downwards on the soil facing surface of the outer retaining wall positioned on the cantilever section, and inserting a drain pipe communicated with the water collecting pipe into the drain hole;
and fifthly, pouring pile body concrete, synchronously filling broken stone in the wedge-shaped cavity around the water collecting pipe, and forming a post-pile water collecting well after filling a sealing layer on the top of the broken stone to finish the construction of the pile body.
The invention has the advantages that the cross-section structure of the traditional slide-resistant pile is changed, the pile body is simple in structure and good in stability, meanwhile, the construction method is simple, the vertical drainage system is integrated on the pile body, the drainage performance is good, the construction work amount is reduced, the construction cost is saved, and the invention is particularly characterized in that:
(1) The pile body embedding section is of a trapezoid structure with the constant cross section, the pile body cantilever section is of a trapezoid structure, the ground surface of the pile body cantilever section is inclined from bottom to top to extend towards the soil facing surface of the pile body cantilever section, namely the cross section area of the cantilever section is linearly reduced from bottom to top, the construction engineering quantity is reduced, the materials are saved, and the construction cost is reduced; meanwhile, the long side of the trapezoid structure is used as a soil facing surface, so that the action width of the pile body is improved, the deformation resistance of the slide pile is further ensured, and the safety of landslide is further ensured;
(2) The pile body is integrated with the vertical drainage system consisting of the post-pile water collecting well, the water collecting pipe, the drain pipe and the drain pipe, so that the construction work amount is reduced, the construction cost is saved, the underground water in the sliding body can be timely and smoothly drained, the weight of the sliding body is reduced, the soil body strength at the sliding surface position of the sliding body is improved, and the safety of the anti-sliding pile is ensured;
(3) The invention adopts a differential solution to verify and calculate the section size, bending moment and shearing force of the pile body before construction, can accurately calculate the size of the section of the pile body ladder and the pile body which randomly changes along the depth section, ensures the reliability of the calculation result of the bending moment and the shearing force of the pile body, and further ensures the safety of landslide.
Drawings
Fig. 1 is a schematic structural view of the present invention.
Fig. 2 is an enlarged sectional view of the structure of fig. 1 in the direction A-A.
Fig. 3 is a schematic enlarged sectional view of the B-B direction in fig. 1.
Detailed Description
As shown in fig. 1-3, the special-shaped drainage anti-slide pile comprises a pile body 2 coated with an outer retaining wall 1, wherein the pile body 2 consists of a built-in section positioned in a rock-soil body and a cantilever section positioned above the rock-soil body, the cross section area of the built-in section is kept unchanged from bottom to top, the cross section of the pile body 2 is in a trapezoid structure, the side surface corresponding to the long side of the trapezoid structure is the earth facing surface of the pile body 2, and the side surface corresponding to the short side of the trapezoid structure is the earth facing surface of the pile body 2; a template 3 which extends obliquely towards the soil facing surface of the pile body 2 is arranged from the bottom of the soil facing surface of the cantilever section to the pile top, namely the cross section area of the cantilever section of the pile body is linearly reduced from bottom to top; the wedge-shaped cavity 4 between the template 3 and the outer retaining wall 1 and the soil surface is filled with crushed stones, the tops of the crushed stones are covered with a lime-soil sealing layer with the thickness of 1m, the tops of the lime-soil sealing layer are consistent with the height of the pile tops, and the crushed stones and the lime-soil sealing layer form a water collecting well; the side wall of the wedge-shaped cavity 4 is attached with a reverse filtering geotechnical cloth II 5, the front side and the rear side of the reverse filtering geotechnical cloth II 5 extend to the left along two waists of the trapezoid structure to the template, a water collecting pipe 6 which is wrapped with the reverse filtering geotechnical cloth I is vertically arranged in the wedge-shaped cavity 4 close to the inner side of the outer protecting wall ground surface, and a drain pipe 7 which is communicated with the bottom of the water collecting pipe 6 is downwards inclined to penetrate out of the soil facing surface of the pile body 2; the outer retaining wall 1 positioned on the cantilever section is provided with a plurality of groups of water discharge holes communicated with the wedge-shaped cavity 4 at intervals from bottom to top by the soil surface, the length of the water discharge pipe is 4 m-6 m, the inclination angle alpha is 10 degrees, and the pipe wall of the water discharge pipe 8 is coated with reverse filtering geotechnical cloth I.
The special-shaped drainage slide-resistant pile changes the cross-section structure of the traditional round or rectangular slide-resistant pile, the embedded section of the pile body 2 is of a trapezoid structure with the constant cross-section area, the ground surface of the cantilever section of the pile body 2 extends obliquely from bottom to top towards the ground surface, namely the cross section of the cantilever section is of a trapezoid structure with the linearly reduced cross section from bottom to top, so that the construction engineering quantity is reduced, materials are saved, and the construction cost is reduced; meanwhile, the long side of the trapezoid structure is used as a soil facing surface, so that the action width of the pile body 2 is increased, the deformation resistance capability of the pile body 2 is further ensured, and the landslide safety is further ensured. Pile body 2 has integrated the vertical drainage system that comprises sump pit, collector pipe 6, drainage pipe 8 and drain pipe 7, and the groundwater in the sliding body gets into the sump pit along drainage pipe 8, then discharges pile body 2 by drain pipe 7, reduces the work load of construction, practices thrift construction cost, can in time discharge the groundwater in the sliding body 9 smoothly, lightens the sliding body 9 weight, improves the soil body intensity of sliding body 9 bottom slip face position department, guarantees the security of slide-resistant stake.
Before construction, the bending moment and the shearing force of the special-shaped drainage anti-slide pile are calculated by adopting a differential solution method, and the pile body 2 is divided during calculationtAliquoting each equal length ofhThe method comprises the steps of carrying out a first treatment on the surface of the Common of embedded sectionslEqually dividing the cantilever section into（t－l）Aliquoting, specifically comprising the following calculation steps:
step 1, calculating the residual sliding force of the landslide;
step 2, adopt'mDeducing a displacement equation of the pile body embedded section by a method:
step 2.1, setting the dimensions of each side of the trapezoid cross section of the embedded section of the pile body 2 to obtain a bending strength formula of the embedded section
（1）；
Wherein, in the formulaa-the long side dimension of the trapezoidal section of the slide-resistant pile;b-dimensions of the short sides of the trapezoidal section of the slide-resistant pile;e-height of the trapezoidal section of the slide-resistant pile;E-modulus of elasticity of pile body 2; I-moment of inertia of the slide-resistant pile section;EI-flexural rigidity of the slide-resistant pile section;
step 2.2, according to(in the process)y m -displacement of m points of the pile body 2 embedding section;h-the segment length of each pile 2;B P the pile body 2 calculates the width and,B P =a+1.0；k-foundation coefficient) and pile body 2 pilesAnd (3) obtaining a displacement equation of the embedded section by iteration under the end condition as follows:
（2）
wherein, in the formula；/>；
；
Step 3, calculating a displacement equation and a displacement coefficient of the cantilever section of the pile body 2
Step 3.1, setting the size of the trapezoid cross section of the pile top, linearly increasing the cross section along the depth from the pile top to the top of the embedded section, and calculating the bending rigidity of the cross section of the cantilever section（3）；
Wherein, in the formulaaThe long side dimension of the trapezoid cross section of the cantilever section of the pile body 2;b （z） -short side dimensions of trapezoidal cross section of pile body 2;e-height of the trapezoidal section of the slide-resistant pile;E-modulus of elasticity of pile body 2; I-moment of inertia of the slide-resistant pile section;EI-flexural rigidity of the slide-resistant pile section;
step 3.2, according to the differential shear format of the cantilever sectionCalculating a cantilever section displacement equation of the pile body 2>(4)；
Wherein, in the formula；/>;
；
Step (3.3), calculating to obtain a pile top displacement equation of the pile body 2 according to the pile top boundary condition (namely, the bending moment is 0)
（5）；
Step 4, calculating the bending moment and shearing force of the pile body 2
According to (2), (4), (5) and bending moment differential formatAnd differential shear formatAnd calculating the bending moment and the shearing force of the pile body 2.
The differential solution method of the invention verifies and calculates the section size, bending moment and shearing force of the pile body 2, and can accurately calculate the size of the ladder section of the pile body 2 and the pile body 2 which randomly changes along the depth section, thereby ensuring the reliability of the calculation result of the bending moment and the shearing force of the pile body 2 and further ensuring the safety of landslide; meanwhile, the calculation method is suitable for calculating the bending moment, the shearing force and the section size of the slide-resistant pile with any section shape.
The invention relates to a construction method of a special-shaped drainage slide-resistant pile, which specifically comprises the following steps:
firstly, determining the construction position of a pile body 2 on a landslide, excavating and constructing an outer retaining wall 1 to form a pile hole, and constructing a reinforcement cage in the pile hole (according to actual construction requirements, the reinforcement cage can also be directly bound outside the pile hole, and then the reinforcement cage is hoisted in the pile hole);
secondly, arranging three groups of water discharge holes at intervals up and down by the soil surface of the outer protective wall 1 above the bottom sliding surface 10 of the landslide sliding body 9, wherein each group of water discharge holes are formed by two water discharge holes which are horizontally arranged at intervals, a water discharge pipe 8 wrapped by a reverse-filtering geotechnical cloth I is inserted into each water discharge hole, and the water discharge pipe 8 extends rightwards into the sliding body 9;
thirdly, paving reverse filtering geotechnical cloth II 5 on the inner side of the soil surface of the outer retaining wall 1 positioned at the cantilever section, extending towards the soil facing surface of the pile body along two waists of the trapezoid structure at the front side and the rear side of the reverse filtering geotechnical cloth II 5, supporting a self-template 3 at the cantilever section of the pile body, respectively pressing the front side and the rear side edges of the reverse filtering geotechnical cloth II at the front side and the rear side of the template 3 (namely, fixing the front side and the rear side edges of the reverse filtering geotechnical cloth II 5 through the template 3), and forming a wedge-shaped cavity 4 between the template 3 and the soil surface of the outer retaining wall 1;
fourthly, a water collecting pipe 6 is vertically arranged at the middle position of the inner side of the soil surface of the outer retaining wall 1 positioned at the cantilever section, the pipe wall of the water collecting pipe 6 is wrapped by a reverse filtering geotechnical cloth I, a drain hole which extends downwards obliquely is formed in the soil facing surface of the outer retaining wall 1 positioned at the cantilever section, a drain pipe 7 which is communicated with the water collecting pipe 6 is inserted into the drain hole, the outlet end of the drain pipe 7 extends out of the outer retaining wall 1, the timely drainage of underground water in the wedge-shaped cavity 4 is ensured, and the safety of the pile body 2 is ensured;
and fifthly, pouring pile body concrete, synchronously filling crushed stone in the wedge-shaped cavity 4 around the water collecting pipe 6, and forming a post-pile water collecting well after filling a lime soil sealing layer on the top of the crushed stone to finish the construction of the pile body 2.
Claims (6)
1. The utility model provides a dysmorphism drainage slide-resistant pile, includes the pile body that the cladding has outer dado, the pile body comprises the embedded section that is located the ground body and the cantilever section that is located the ground body top, its characterized in that: the cross section of the pile body is of a trapezoid structure, the side face corresponding to the long side of the trapezoid structure is the earth facing surface of the pile body, the side face corresponding to the short side of the trapezoid structure is the earth facing surface of the pile body, a template which extends obliquely to the earth facing surface of the pile body is arranged from the bottom of the earth facing surface of the cantilever section of the pile body to the pile top, broken stones are filled in a wedge-shaped cavity between the template and the earth facing surface of the outer retaining wall, and the top of the broken stones is covered with a sealing layer; a water collecting pipe is vertically arranged in the wedge-shaped cavity close to the inner side of the outer retaining wall ground surface, and a drain pipe communicated with the bottom of the water collecting pipe is downwards inclined to penetrate out of the soil facing surface of the pile body; the outer retaining wall positioned on the pile body cantilever section is provided with a plurality of groups of water discharge holes communicated with the wedge-shaped cavity at intervals from bottom to top by the soil surface, and each water discharge hole is internally inserted with a water discharge flower pipe extending obliquely upwards.
2. The special-shaped drainage slide pile according to claim 1, wherein: the wall of the drain pipe and the wall of the water collecting pipe are respectively coated with a reverse filtering geotechnical cloth I, and the inner surface of the side wall of the wedge-shaped cavity is attached with a reverse filtering geotechnical cloth II.
3. The special-shaped drainage slide pile according to claim 1, wherein: the length of the water discharge pipe is 4-6 m, and the inclination angle alpha of the water discharge pipe is 10-20 degrees.
4. The special-shaped drainage slide pile according to claim 1, wherein: the sealing layer is a lime soil sealing layer with the thickness of 0.5-1 m, and the top of the lime soil sealing layer is consistent with the pile top of the pile body in height.
5. The special-shaped drainage slide pile according to claim 1, wherein: the spacing between the uppermost group of water discharge holes and the pile top of the pile body is 2m.
6. A method of constructing a special-shaped drainage slide pile according to claim 1, wherein: the method comprises the following steps:
firstly, determining a construction position of a pile body on a landslide, excavating and constructing an outer retaining wall to form a pile hole, and constructing a reinforcement cage in the pile hole;
secondly, arranging a plurality of groups of water discharge holes at intervals from top to bottom on an outer protective wall above the bottom sliding surface of the landslide sliding body by soil, inserting a water discharge flower pipe into each water discharge hole, and wrapping the pipe wall of the water discharge flower pipe by using a reverse filtering geotextile I;
thirdly, paving reverse filtering geotechnical cloth II on the inner side of the soil surface of the outer retaining wall positioned on the cantilever section, extending the two waists of the trapezoid structure at the front side and the rear side of the reverse filtering geotechnical cloth II towards the soil facing surface of the pile body, supporting self-templates on the cantilever section of the pile body, and correspondingly pressing the front side and the rear side edges of the reverse filtering geotechnical cloth II on the front side and the rear side of the templates, wherein the templates and the soil surface of the outer retaining wall form a wedge-shaped cavity;
fourthly, vertically placing a water collecting pipe on the inner side of the soil surface of the outer retaining wall positioned on the cantilever section, wrapping the pipe wall of the water collecting pipe by using reverse filtering geotechnical cloth I, arranging a drain hole extending obliquely downwards on the soil facing surface of the outer retaining wall positioned on the cantilever section, and inserting a drain pipe communicated with the water collecting pipe into the drain hole;
and fifthly, pouring pile body concrete, synchronously filling broken stone in the wedge-shaped cavity around the water collecting pipe, and forming a post-pile water collecting well after filling a sealing layer on the top of the broken stone to finish the construction of the pile body.
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| CN110528540B (en) * | 2019-08-23 | 2020-10-23 | 河北工业大学 | Drainage slide-resistant pile structure with embedded pile columns and construction method thereof |
| CN111622240B (en) * | 2020-06-02 | 2021-12-07 | 四川大学 | Trapezoidal toe-added drainage slide-resistant pile and construction method thereof |
| CN113216246B (en) * | 2021-04-21 | 2023-02-14 | 中国电建集团华东勘测设计研究院有限公司 | Water-immersed retaining wall and construction method thereof |
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| CN202913416U (en) * | 2012-11-07 | 2013-05-01 | 宁波大学 | Drainage slide-resistant pile |
| CN104674802A (en) * | 2015-01-26 | 2015-06-03 | 重庆大学 | Prestressed gravel anchoring pile and landslide control construction method thereof |
| CN107119699A (en) * | 2017-06-01 | 2017-09-01 | 三峡大学 | A kind of friction pile and its construction method based on the beam of uniform strength |
| CN209538198U (en) * | 2019-01-16 | 2019-10-25 | 河南省交通规划设计研究院股份有限公司 | Abnormity draining friction pile |
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