CN106245629B - A kind of anti-skid uplift pile in mountain area and its design method - Google Patents

A kind of anti-skid uplift pile in mountain area and its design method Download PDF

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Publication number
CN106245629B
CN106245629B CN201610821068.5A CN201610821068A CN106245629B CN 106245629 B CN106245629 B CN 106245629B CN 201610821068 A CN201610821068 A CN 201610821068A CN 106245629 B CN106245629 B CN 106245629B
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China
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pile
stake
skid
mountain area
uplift
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CN201610821068.5A
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Chinese (zh)
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CN106245629A (en
Inventor
年廷凯
唐军
范宁
张彦君
吴昊
王亮
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大连理工大学
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Publication of CN106245629A publication Critical patent/CN106245629A/en
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    • 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
    • E02D5/38Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
    • E02D5/44Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
    • 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
    • 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
    • E02D5/48Piles varying in construction along their length, i.e. along the body between head and shoe, e.g. made of different materials along their length

Abstract

A kind of anti-skid uplift pile in mountain area of present invention offer and its design method, the anti-skid resistance to plucking stake body in the mountain area is the bored concrete pile of cylindrical structure, club-footed pile end is the bored concrete pile of frustum cone structure, club-footed pile end is fixedly connected with superstructure by internal reinforcing bar, each section of coaxial arrangement of pile body, pile body is interior to be arranged steel reinforcement cage;Lower part, hypomere pile body and the club-footed pile end of expanding pile body are arranged inside liptinite.Design method includes:Calculate Thrust of Landslide;Determine stake position and range;Draft long stake, anchorage depth, sectional dimension and stake spacing;Determine the calculating width and coefficient of subgrade reaction of stake;Judgement is designed by elastic pile or by rigid pile;Calculate displacement, internal force and the lateral pressure in each section of pile body;The checking computations of uplift bearing capacity and stability against sliding;Check foundation strength;Design pile body structure;Slope texture is analyzed.The present invention makes pile foundation provide skid resistance while providing withdrawal resistance, ensures the safety and normal use of high voltage power transmission transmission tower and signal transmission tower in side slope;It is simple in structure, it is easy for construction.

Description

A kind of anti-skid uplift pile in mountain area and its design method

Technical field

The invention belongs to technical field of civil engineering, it is related to a kind of mountain area uplift pile having both anti-skid function and its design side Method, suitable for the high voltage power transmission transmission tower and signal transmission tower foundation built on the latent instability Inclination body of mountain area.

Background technology

When Southwestern China mountain area carries out electric power and communications service is built, inevitably in latent instability Inclination body On build high voltage power transmission transmission tower and signal transmission tower foundation.In general, high voltage power transmission transmission tower is primarily subjected to wind action, Under pile foundation then play resistance to plucking function, to prevent pylon from toppling;But built on the Inclination body of mountain area high voltage power transmission transmission tower and When signal transmission tower, situation is increasingly complex, under pile foundation be not only used as uplift pile, also need to have both antiskid function;Meanwhile making For high-rise structure high voltage power transmission transmission tower and signal transmission tower to pay special attention to heavy showers, it is long hold when rainfall, macroseism etc. it is extreme Side slope part under loading condition and global stability problem.

High voltage power transmission transmission tower pile foundation at present is only used as uplift pile to design without having both antiskid function, can not ensure foundation pile-side Overall collapse destruction does not occur for slope.Therefore, a kind of uplift pile having both anti-skid function is designed, pile body each position up and down is made full use of Rock-soil layer, make pile foundation that can not only provide withdrawal resistance, moreover it is possible to provide powerful skid resistance, being those skilled in the art, there is an urgent need for solutions Critical issue certainly.

Invention content

In order to solve not yet to consider in current uplift pile design the deficiency of antiskid function, the present invention provide one kind have both it is anti-skid The uplift pile of function can not only be used as works pile foundation, but also can reinforcing side slope, control Slope Sliding;Meet potential in mountain area The design requirement of high voltage power transmission transmission tower and signal transmission tower foundation is built on unstability Inclination body.

In order to achieve the above object, the technical scheme is that:

A kind of anti-skid uplift pile in mountain area, the anti-skid uplift pile in the mountain area have both anti-skid, resistance to plucking function, including epimere pile body 1, expansion Diameter pile body 2, hypomere pile body 3, club-footed pile end 4 and steel reinforcement cage 5.

Epimere pile body 1, expanding pile body 2 and the hypomere pile body 3 is the bored concrete pile of cylindrical structure, the expanding pile body 2 between upper and lower section pile body;The epimere pile body 1 is identical with 3 diameter of hypomere pile body, and expanding pile body 2 is a diameter of upper and lower 2~3 times of section pile body diameter.The club-footed pile end 4 is the bored concrete pile of frustum cone structure, club-footed pile end 4 and epimere pile body 1, expansion Diameter pile body 2 is fixedly connected with hypomere pile body 3 by internal reinforcing bar, and the side inclination angle at the club-footed pile end 4 is 45 °.It is described Epimere pile body 1, expanding pile body 2, hypomere pile body 3, club-footed pile end 4 each section of cross section be round and be coaxially disposed.It is described The anti-skid uplift pile in mountain area entire pile body in be arranged steel reinforcement cage 5;The concrete uses C30 concrete.

8 or less potential water use is liptinite 7, and above is slip mass 6;The expanding pile body of the anti-skid uplift pile in the mountain area 2 lower part, hypomere pile body 3 and club-footed pile end 4 is arranged inside liptinite 7;For earthen formations, 8 or less potential water use The anchorage depth of the anti-skid uplift pile in mountain area is 1/3~1/2 long, and for complete hard rock stratum, anchorage depth is 1/4~1/3 Stake is long.

The design method of the above-mentioned anti-skid uplift pile in mountain area, specifically includes following steps:

1) potential water use 8 is acquired by limit equilibrium method, Strength Reduction Method, at geology and potential water use 8 Rock, soil classifiction index calculate Thrust of Landslide.For different potential water uses 8, different computational methods are taken.

2) position and the range of the anti-skid uplift pile in mountain area are determined according to landform, geology, engine request and execution conditions.

3) according to Thrust of Landslide size, landform and geologic property, pile body length, anchorage depth, sectional dimension and stake are determined Spacing.The pile body length is selected depending on bearing course at pile end;The anchorage depth is drafted by following experience:For soil property Rock stratum may be used 1/3~1/2 long;Complete hard rock stratum may be used 1/4~1/3 long;In Practical Project often A spacing is empirically drafted, the centre-to-centre spacing of stake is 2~4 times of expanding pile body diameter, the spacing of stake usually near the main shaft of landslide Smaller, both sides spacing is larger.The stake sectional dimension is determined according to on-site actual situations.

4) it determines the calculating width of stake, and according to formation properties, coefficient of subgrade reaction is determined by " K " method, " C " method or " m " method; The conversion that stake calculates width is carried out using following formula:b1=Kf·K0·K1In d formulas, d is the diameter of stake, KfIt converts for shape Coefficient, K0For stress conversion coefficient, K1Coefficient of mutual influence between stake;

5) by coefficient of subgrade reaction and the sectional dimension of stake, the deformation coefficient of stake is calculated according to " K " method or " m " method, and according to change Shape factor design elastic pile or rigid pile.

6) according to the boundary condition at stake bottom, by " K " method or " m " method is pressed, curve differential equation is established, it is each to calculate pile body Displacement, internal force and the lateral pressure in section;

7) it calculates using following formula and checks uplift bearing capacity PuAnd stability against sliding:

Pu=Qs+Qb+Ws

In formula, QsFor pile body side friction, QbFor base expanding and base expanding part anti-pulling capacity, WsFor the effective weight of stake and the soil body;Nk For the single pile uplift force calculated by load effect standard combination, GpFor the dead weight (deducting buoyancy below level of ground water) of stake, PuFor list Stake anti-pulling capacity.

8) foundation strength is checked using following formula:

In formula, σmaxIt is pile body to the maximum lateral stress (KPa) on stratum, γ is the unit weight (KN/m of formation rock (soil)3),For the internal friction angle (°) of formation rock (soil), c is the cohesion (KPa) of formation rock (soil), and h is depth of the ground to calculating point (m)。

9) structure design of pile body;The structure design of stake includes Normal section design, oblique section design.Structure design presses the limit Stress state method considers;Cross-sectional strength according to《Code for design of concrete structures》(GB50010-2010) it is calculated.

10) slope texture is analyzed.According to《Technique Code for Building Slope Engineering》(GB50330-2013) it is calculated.

Expanding pile body is arranged at potential water use by curved feature using pile body is small in the end and big in the middle by the present invention, gram The larger problem of moment of flexure herein has been taken, and potential water use can be acquired by limit equilibrium method, Strength Reduction Method;Pile body is abundant Anchor force is formed to it using potential water use good ground below is inserted into, to balance the thrust of slip mass, increases its stabilization Property;Increase diameter of section by expanding pile body and club-footed pile end, increases the contact area of pile body and surrounding soil, make pile body Side friction increases, and significantly improves withdrawal resistance, meets design requirement.

The invention has the advantages that:Rationally avoid the engineering waste problem of upper and lower Uniform-section Piles;Pile foundation is providing Skid resistance can also be provided while withdrawal resistance, to ensure in side slope high voltage power transmission transmission tower and the safety of signal transmission tower and normal It uses.The inventive structure is simple, easy for construction, suitable for promoting the use of.

Description of the drawings

Fig. 1 is the overall structure diagram of the present invention.

Fig. 2 is embedded schematic diagram of the present invention in side slope.

Fig. 3 is the design method flow chart of the present invention.

In figure:1 epimere pile body;2 expanding pile bodies;3 hypomere pile bodies;4 club-footed pile ends;5 steel reinforcement cages;6 slip masses;7 liptinites; 8 potential water uses.

Specific implementation mode

Below in conjunction with the specific implementation mode of technical solution (and attached drawing) the narration present invention in detail.

In Fig. 1, epimere pile body 1, expanding pile body 2 and hypomere pile body 3 are the bored concrete pile of cylindrical structure, expanding pile body 2 Between upper and lower section pile body, 2~3 times of a diameter of upper and lower section pile body diameter of expanding pile body 2.Club-footed pile end 4 is frustum cone structure Bored concrete pile, club-footed pile end 4 and superstructure be fixedly connected by internal reinforcing bar, and the side inclination angle at club-footed pile end 4 is 45 °. Epimere pile body 1, expanding pile body 2, hypomere pile body 3, club-footed pile end 4 each section of cross section be round and be coaxially disposed.Mountain area hinders Steel reinforcement cage 5 is set in the entire pile body of sliding uplift pile;Concrete uses C30 concrete.

In fig. 2,8 or less potential water use is liptinite 7, and above is slip mass 6;The expanding pile body of the anti-skid uplift pile in mountain area 2 lower part, hypomere pile body 3 and club-footed pile end 4 is arranged inside liptinite 7;For earthen formations, 8 or less potential water use The anchorage depth of the anti-skid uplift pile in mountain area is 1/3~1/2 long, and for complete hard rock stratum, anchorage depth is 1/4~1/3 Stake is long.

Fig. 3 is the design method flow chart of anti-skid uplift pile provided by the invention, and this method comprises the following steps:

1, according to rock, soil classifiction index at geology and potential water use 8, Thrust of Landslide is calculated;

2, position and the range of resistance to plucking anti-skid pile are determined according to landform, geology, engine request and execution conditions;

3, according to Thrust of Landslide size, landform and geologic property, long stake, anchorage depth, sectional dimension and stake spacing are drafted;

4, it determines the calculating width of stake, and according to formation properties, determines coefficient of subgrade reaction;

Wherein, pile body length is selected depending on bearing course at pile end;A spacing is empirically often drafted in Practical Project, in stake 2~4 times away from generally expanding pile body 2 of the heart, usually the spacing of stake is smaller near the main shaft of landslide, and both sides spacing is larger.

5, according to selected coefficient of subgrade reaction and the sectional dimension of stake, calculate the deformation coefficient of stake, judgement be by elastic pile also It is to be designed by rigid pile;

6, displacement, internal force and the lateral pressure in each section of pile body are calculated using corresponding formula according to the boundary condition at stake bottom;

7, the calculating and checking computations of uplift bearing capacity and stability against sliding;

8, foundation strength is checked;

9, the structure design of pile body, including Normal section design, oblique section design;Structure design is examined by boundary state of stress method Consider;Cross-sectional strength according to《Code for design of concrete structures》(GB50010-2010) it is calculated.

10, slope texture is analyzed.

Particular embodiments described above has carried out further the basic principles and main features and advantageous effect of the present invention It is described in detail.It should be understood that under the premise of not departing from spirit of that invention and principle, any modification for being made equally is replaced It changes, should all be included in the protection scope of the present invention.

Claims (3)

1. a kind of design method of the anti-skid uplift pile in mountain area, the anti-skid uplift pile in the mountain area have both anti-skid, resistance to plucking function, including Epimere pile body (1), expanding pile body (2), hypomere pile body (3), club-footed pile end (4) and steel reinforcement cage (5);
Epimere pile body (1), expanding pile body (2) and the hypomere pile body (3) is the bored concrete pile of cylindrical structure;Described is expanding Pile body (2) is between upper and lower section pile body (1,3);The club-footed pile end (4) is the bored concrete pile of frustum cone structure, club-footed pile end (4) it is fixedly connected by the reinforcing bar inside pile body with superstructure;Setting in the entire pile body of the anti-skid uplift pile in the mountain area Steel reinforcement cage (5);Each section of cross section of the epimere pile body (1), expanding pile body (2), hypomere pile body (3) and club-footed pile end (4) It is round and is coaxially disposed;The epimere pile body (1) is identical with hypomere pile body (3) diameter, and the diameter of expanding pile body (2) is big Diameter in upper and lower section pile body (1,3);
Lower part, hypomere pile body (3) and club-footed pile end (4) setting of the expanding pile body (2) of the anti-skid uplift pile in the mountain area exist Liptinite (7) is internal;The liptinite (7) is located at below potential water use (8), is slip mass above potential water use (8) (6);For earthen formations, anchorage depth under potential water use (8) is 1/3~1/2 long, for complete hard rock stratum, Anchorage depth is 1/4~1/3 long;
The design method of the anti-skid uplift pile in the mountain area, it is characterised in that following steps:
1) potential water use (8) is acquired by limit equilibrium method, Strength Reduction Method, at geology and potential water use (8) Rock, soil classifiction index calculate Thrust of Landslide;
2) position and the range of the anti-skid uplift pile in mountain area are determined according to landform, geology, engine request and execution conditions;
3) according to Thrust of Landslide size, landform and geologic property, pile body length, anchorage depth, sectional dimension and stake spacing are determined;
The pile body length is determined by bearing course at pile end;For earthen formations, the anti-skid resistance to plucking in potential water use (8) following mountain area The anchorage depth of stake is 1/3~1/2 long, and for complete hard rock stratum, anchorage depth is 1/4~1/3 long;The stake Spacing and stake sectional dimension are determined by actual conditions;
4) it determines the calculating width of the anti-skid uplift pile in mountain area, and according to formation properties, is determined by " K " method, " C " method or " m " method Coefficient of subgrade reaction;
5) by coefficient of subgrade reaction and the sectional dimension of stake, the deformation coefficient of stake is calculated according to " K " method or " m " method, and be according to deformation Number design flexibility stake or design rigid pile;
6) according to the boundary condition at stake bottom, by " K " method or " m " method is pressed, curve differential equation is established, calculates each section of pile body Displacement, internal force and lateral pressure;
7) it calculates using following formula and checks uplift bearing capacity PuAnd stability against sliding:
In formula, QsFor pile body side friction;QbFor base expanding and base expanding part anti-pulling capacity;WsFor the effective weight of stake and the soil body;NkTo press The single pile uplift force that load effect standard combination calculates;GpFor the dead weight of stake;PuFor uplift bearing capacity;
8) foundation strength is checked using following formula:
In formula, σmaxIt is pile body to the maximum lateral stress on stratum;γ is the unit weight of stratum ground;For the interior friction of rock or soil Angle;C is the cohesion of stratum ground;H is depth of the ground to calculating point;
9) pile body structure is designed, is designed including Normal section design and oblique section;
10) slope texture analysis is carried out.
2. a kind of design method of the anti-skid uplift pile in mountain area according to claim 1, which is characterized in that the hole-enlargement pile 2~3 times of a diameter of upper and lower section pile body (1,3) diameter of body (2).
3. a kind of design method of the anti-skid uplift pile in mountain area according to claim 1 or 2, which is characterized in that the expansion The side inclination angle at bottom stake end (4) is 45 °.
CN201610821068.5A 2016-09-13 2016-09-13 A kind of anti-skid uplift pile in mountain area and its design method CN106245629B (en)

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106650118B (en) * 2016-12-27 2019-12-20 青岛理工大学 Optimization design method for governing parameters of side slope slide-resistant pile
CN107217679B (en) * 2017-08-02 2018-07-06 中国地质环境监测院 A kind of megalith mixture landslide micro combination pile group buttress reinforcement means
CN108487268B (en) * 2018-06-04 2019-12-24 华东交通大学 Square hollow stepped reducing anti-slide pile structure and construction method

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CN206034427U (en) * 2016-09-13 2017-03-22 大连理工大学 Mountain area hinders smooth anti -floating pile

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CN1926287A (en) * 2004-03-20 2007-03-07 宋纶镛 Pile with an extended head and working method of the same
CN1730839A (en) * 2004-08-07 2006-02-08 曾毅学 Soil-cement pile with core and diameter enlarged extension section
CN101298770A (en) * 2008-06-12 2008-11-05 大连理工大学 Bottom enlarging prestress conical pipe pile and construction method thereof
JP5406628B2 (en) * 2009-08-18 2014-02-05 株式会社竹中工務店 Cast-in-place pile installation method
CN202012074U (en) * 2011-03-11 2011-10-19 中国建筑材料科学研究总院 Expansive concrete bored pile
CN202148523U (en) * 2011-06-30 2012-02-22 新蒲建设集团有限公司 Jet grouting soil-cement-pile strengthened pile
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