CN106245629A - A kind of anti-skid uplift pile in mountain area and method for designing thereof - Google Patents

A kind of anti-skid uplift pile in mountain area and method for designing thereof Download PDF

Info

Publication number
CN106245629A
CN106245629A CN201610821068.5A CN201610821068A CN106245629A CN 106245629 A CN106245629 A CN 106245629A CN 201610821068 A CN201610821068 A CN 201610821068A CN 106245629 A CN106245629 A CN 106245629A
Authority
CN
China
Prior art keywords
pile
skid
mountain area
uplift
stake
Prior art date
Application number
CN201610821068.5A
Other languages
Chinese (zh)
Other versions
CN106245629B (en
Inventor
年廷凯
唐军
范宁
张彦君
吴昊
王亮
Original Assignee
大连理工大学
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 大连理工大学 filed Critical 大连理工大学
Priority to CN201610821068.5A priority Critical patent/CN106245629B/en
Publication of CN106245629A publication Critical patent/CN106245629A/en
Application granted granted Critical
Publication of CN106245629B publication Critical patent/CN106245629B/en

Links

Classifications

    • 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

The present invention provides a kind of anti-skid uplift pile in mountain area and method for designing thereof, this mountain area anti-skid uplift pile pile body is the bored concrete pile of column structure, club-footed pile end is the bored concrete pile of frustum cone structure, club-footed pile end is connected by internal reinforcing bar is fixing with superstructure, each section of pile body is coaxially disposed, and arranges steel reinforcement cage in pile body;The bottom of expanding pile body, hypomere pile body and club-footed pile end are arranged on inside liptinite.Method for designing includes: calculate Thrust of Landslide;Determine a position and scope;Draft that stake is long, anchorage depth, sectional dimension and pile spacing;Determine calculating width and the coefficient of subgrade reaction of stake;Judgement is by elastic pile or by rigid pile design;Calculate displacement, internal force and the lateral pressure in each cross section of pile body;Uplift bearing capacity and the checking computations of 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, it is ensured that in side slope, the safety of high voltage power transmission transmission tower and signal transmission tower uses with normal;Simple in construction, easy construction.

Description

A kind of anti-skid uplift pile in mountain area and method for designing thereof

Technical field

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

Background technology

When carrying out electric power and communications service construction in Southwestern China mountain area, inevitably at 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, its Under pile foundation then play resistance to plucking function, thus prevent electricity tower from toppling;But build on the Inclination body of mountain area high voltage power transmission transmission tower and During signal transmission tower, situation is increasingly complex, and the pile foundation under it is not only used as uplift pile, also needs to have antiskid function concurrently;Meanwhile, make For the high voltage power transmission transmission tower of high-rise structure and signal transmission tower want special concern heavy showers, long hold time rainfall, macroseism etc. extremely Side slope local under loading condition and global stability problem.

High voltage power transmission transmission tower pile foundation at present, is only used as uplift pile design and does not have antiskid function concurrently, it is impossible to ensure foundation pile-limit Slope does not occur overall collapse to destroy.Therefore, design a kind of uplift pile having anti-skid function concurrently, make full use of the most each position of pile body Rock-soil layer, make pile foundation can not only provide withdrawal resistance, moreover it is possible to provide powerful skid resistance, be that those skilled in the art need solution badly Key issue certainly.

Summary of the invention

In order to solve not yet to consider in current uplift pile design the deficiency of antiskid function, it is anti-skid that the present invention provides one to have concurrently The uplift pile of function, both can be as works pile foundation, again can reinforcing side slope, control Slope Sliding;Meet in mountain area potential High voltage power transmission transmission tower and the design requirement of 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 this mountain area has anti-skid, resistance to plucking function concurrently, including epimere pile body 1, expands Footpath pile body 2, hypomere pile body 3, club-footed pile end 4 and steel reinforcement cage 5.

Described epimere pile body 1, expanding pile body 2 and hypomere pile body 3 are the bored concrete pile of column structure, described expanding pile body 2 between upper and lower section of pile body;Described epimere pile body 1 is identical with hypomere pile body 3 diameter, and expanding pile body 2 is a diameter of upper and lower 2~3 times of section pile body diameter.Described 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 Footpath pile body 2 and hypomere pile body 3 connect by internal reinforcing bar is fixing, and the inclination angle, side of described club-footed pile end 4 is 45 °.Described Epimere pile body 1, expanding pile body 2, hypomere pile body 3, each section of cross section of club-footed pile end 4 be circle and be coaxially disposed.Described The anti-skid uplift pile in mountain area whole pile body in steel reinforcement cage 5 is set;Described concrete uses C30 concrete.

Potential water use less than 8 is liptinite 7, above for slip mass 6;The expanding pile body of the anti-skid uplift pile in described mountain area It is internal that bottom, hypomere pile body 3 and the club-footed pile end 4 of 2 is arranged on liptinite 7;For earthen formations, potential water use less than 8 The anchorage depth of the anti-skid uplift pile in mountain area be 1/3~1/2 long, for the hardest rock stratum, anchorage depth is 1/4~1/3 Stake is long.

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

1) potential water use 8 is tried to achieve 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 use 8, take different computational methods.

2) position and the scope of the anti-skid uplift pile in mountain area is 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.Described pile body length depends on that bearing course at pile end selects;Described anchorage depth is drafted by following experience: for soil property Rock stratum can use 1/3~1/2 long;For the hardest rock stratum can use 1/4~1/3 long;In Practical Project often Empirically drafting pile spacing, the centre-to-centre spacing of stake is 2~4 times of expanding pile body diameter, generally the spacing of stake near the main shaft of landslide Less, both sides spacing is bigger.Described stake sectional dimension determines according to on-site actual situations.

4) determine the calculating width of stake, and according to formation properties, determine coefficient of subgrade reaction by " K " method, " C " method or " m " method; Use equation below to carry out stake and calculate the conversion of width: b1=Kf·K0·K1In d formula, d is the diameter of stake, KfConvert for shape Coefficient, K0For stress conversion coefficient, K1For the coefficient 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 the bottom of stake, by " K " method or by " m " method, set up curve differential equation, calculate pile body each The displacement in cross section, internal force and lateral pressure;

7) equation below is used to calculate and checking computations 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, WsEffective weight for stake Yu the soil body;Nk For the single pile uplift force calculated by load effect standard combination, GpFor the deadweight (deducting buoyancy below level of ground water) of stake, PuFor list Stake anti-pulling capacity.

8) employing equation below check foundation strength:

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

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

10) slope texture analysis.Calculate according to " Technique Code for Building Slope Engineering " (GB50330-2013).

The present invention utilize pile body small in the end and big in the middle by curved feature, expanding pile body is arranged at potential water use, gram Take the problem that moment of flexure herein is bigger, and potential water use can have been tried to achieve by limit equilibrium method, Strength Reduction Method;Pile body is abundant Utilize the good ground inserting below potential water use that it is formed anchor force, to balance the thrust of slip mass, increase it stable Property;Increase diameter of section by expanding pile body and club-footed pile end, increase the contact area of pile body and surrounding soil, make pile body Side friction strengthens, and significantly improves withdrawal resistance, meets design requirement.

The invention have the advantages that: rationally avoid the engineering waste problem of upper and lower Uniform-section Piles;Pile foundation is providing Also it is provided that skid resistance while withdrawal resistance, thus ensures that in side slope, the safety of high voltage power transmission transmission tower and signal transmission tower is with normal Use.This inventive structure is simple, and easy construction is suitable to promote the use of.

Accompanying drawing explanation

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

Fig. 2 is that the present invention buries schematic diagram underground in side slope.

Fig. 3 is the method for designing 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 use.

Detailed description of the invention

The detailed description of the invention of the present invention is described in detail below in conjunction with technical scheme (and accompanying drawing).

In FIG, epimere pile body 1, expanding pile body 2 and hypomere pile body 3 are the bored concrete pile of column structure, expanding pile body 2 Between upper and lower section of pile body, 2~3 times of a diameter of upper and lower section of 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 connected by internal reinforcing bar is fixing, and the inclination angle, side of club-footed pile end 4 is 45 °. Epimere pile body 1, expanding pile body 2, hypomere pile body 3, each section of cross section of club-footed pile end 4 are circle and are coaxially disposed.Mountain area hinders In the whole pile body of sliding uplift pile, steel reinforcement cage 5 is set;Concrete uses C30 concrete.

In fig. 2, potential water use less than 8 is liptinite 7, above for slip mass 6;The expanding pile body of the anti-skid uplift pile in mountain area It is internal that bottom, hypomere pile body 3 and the club-footed pile end 4 of 2 is arranged on liptinite 7;For earthen formations, potential water use less than 8 The anchorage depth of the anti-skid uplift pile in mountain area be 1/3~1/2 long, for the hardest rock stratum, anchorage depth is 1/4~1/3 Stake is long.

Fig. 3 is the method for designing flow chart of the anti-skid uplift pile that the present invention provides, and the method comprises the steps:

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

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

3, according to Thrust of Landslide size, landform and geologic property, draft that stake is long, anchorage depth, sectional dimension and pile spacing;

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

Wherein, pile body length depends on that bearing course at pile end selects;Practical Project often empirically drafts pile spacing, in stake Away from the most expanding pile body 2 2~4 times of the heart, generally near the main shaft of landslide, the spacing of stake is less, and both sides spacing is bigger.

5, according to selected coefficient of subgrade reaction and the sectional dimension of stake, the deformation coefficient of stake is calculated, it is judged that be by elastic pile also It is to design by rigid pile;

6, corresponding formula is used to calculate displacement, internal force and the lateral pressure in each cross section of pile body according to the boundary condition at the bottom of stake;

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

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 calculates according to " Code for design of concrete structures " (GB50010-2010).

10, slope texture analysis.

Ultimate principle, principal character and the beneficial effect of the present invention have been carried out further by particular embodiments described above Describe in detail.Be it should be understood that on the premise of without departing from present invention spirit and principle, any amendment, the equivalent made are replaced Change, should be included within the scope of the present invention.

Claims (6)

1. the anti-skid uplift pile in mountain area, it is characterised in that the anti-skid uplift pile in described mountain area has anti-skid, resistance to plucking function concurrently, bag Include epimere pile body (1), expanding pile body (2), hypomere pile body (3), club-footed pile end (4) and steel reinforcement cage (5);
Described epimere pile body (1), expanding pile body (2) and hypomere pile body (3) are the bored concrete pile of column structure;Described is expanding Pile body (2) is positioned between upper and lower section of pile body (1,3);Described club-footed pile end (4) is the bored concrete pile of frustum cone structure, club-footed pile end (4) it is connected by the reinforcing bar within pile body is fixing with superstructure;Arrange in the whole pile body of the anti-skid uplift pile in described mountain area Steel reinforcement cage (5);Each section of cross section of described epimere pile body (1), expanding pile body (2), hypomere pile body (3) and club-footed pile end (4) It is circle and is coaxially disposed;Described 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 of pile body (1,3);
The bottom of expanding pile body (2) of the anti-skid uplift pile in described mountain area, hypomere pile body (3) and club-footed pile end (4) are arranged on Liptinite (7) is internal;Described liptinite (7) is positioned at potential water use (8) lower section, and potential water use (8) is arranged above slip mass (6);For earthen formations, the anchorage depth under potential water use (8) be 1/3~1/2 long, for the hardest rock stratum, Anchorage depth be 1/4~1/3 long.
A kind of anti-skid uplift pile in mountain area the most according to claim 1, it is characterised in that described expanding pile body (2) straight Footpath is 2~3 times of upper and lower section of pile body (1,3) diameter.
A kind of anti-skid uplift pile in mountain area the most according to claim 1 and 2, it is characterised in that described club-footed pile end (4) Inclination angle, side is 45 °.
A kind of anti-skid uplift pile in mountain area the most according to claim 1 and 2, it is characterised in that described concrete uses C30 Concrete.
A kind of anti-skid uplift pile in mountain area the most according to claim 3, it is characterised in that described concrete uses C30 to mix Solidifying soil.
6. the method for designing of the arbitrary described anti-skid uplift pile in mountain area of the claims 1-5, it is characterised in that following steps:
1) potential water use (8) is tried to achieve by limit equilibrium method, Strength Reduction Method, according to geology and potential water use (8) place Rock, soil classifiction index, calculate Thrust of Landslide;
2) position and the scope of the anti-skid uplift pile in mountain area is 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 pile spacing are determined;
Described 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 Stake anchorage depth be 1/3~1/2 long, for the hardest rock stratum, anchorage depth be 1/4~1/3 long;Described stake Spacing and stake sectional dimension are determined by practical situation;
4) determine the calculating width of the anti-skid uplift pile in mountain area, and according to formation properties, 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 according to deformation system Number design flexibility stake or design rigid pile;
6) according to the boundary condition at the bottom of stake, by " K " method or by " m " method, set up curve differential equation, calculate each cross section of pile body Displacement, internal force and lateral pressure;
7) equation below is used to calculate and checking computations uplift bearing capacity PuAnd stability against sliding:
P u = Q s + Q b + W s ; N k ≤ P u 2 + G p
In formula, QsFor pile body side friction;QbFor base expanding and base expanding part anti-pulling capacity;WsEffective weight for stake Yu the soil body;NkFor pressing The single pile uplift force that load effect standard combination calculates;GpDeadweight for stake;PuFor uplift bearing capacity;
8) employing equation below check foundation strength:
In formula, σmaxFor the pile body maximum lateral stress to stratum;γ is the unit weight of formation rock (native);For rock or the internal friction of soil Angle;C is the cohesion of formation rock (native);H is that ground is to the degree of depth calculating point;
9) design pile body structure, designs including Normal section design and oblique section;
10) slope texture analysis is carried out.
CN201610821068.5A 2016-09-13 2016-09-13 A kind of anti-skid uplift pile in mountain area and its design method CN106245629B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201610821068.5A CN106245629B (en) 2016-09-13 2016-09-13 A kind of anti-skid uplift pile in mountain area and its design method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201610821068.5A CN106245629B (en) 2016-09-13 2016-09-13 A kind of anti-skid uplift pile in mountain area and its design method

Publications (2)

Publication Number Publication Date
CN106245629A true CN106245629A (en) 2016-12-21
CN106245629B CN106245629B (en) 2018-10-16

Family

ID=57598820

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201610821068.5A CN106245629B (en) 2016-09-13 2016-09-13 A kind of anti-skid uplift pile in mountain area and its design method

Country Status (1)

Country Link
CN (1) CN106245629B (en)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106650118A (en) * 2016-12-27 2017-05-10 青岛理工大学 Optimum design method of side slope slide-resistant pile treatment parameter
CN107217679A (en) * 2017-08-02 2017-09-29 中国地质环境监测院 A kind of megalith mixture landslide micro combination pile group buttress reinforcement means
CN108487268A (en) * 2018-06-04 2018-09-04 华东交通大学 A kind of square hollow ladder reducing anti-slide pile structure and construction method
CN110206046A (en) * 2019-03-27 2019-09-06 河海大学 The interpolation steel reinforcement cage bamboo joint pile supporting construction and its construction method of harnessing landslide

Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1730839A (en) * 2004-08-07 2006-02-08 曾毅学 Soil-cement pile with core and diameter enlarged extension section
CN1926287A (en) * 2004-03-20 2007-03-07 宋纶镛 Pile with an extended head and working method of the same
CN101298770A (en) * 2008-06-12 2008-11-05 大连理工大学 Bottom enlarging prestress conical pipe pile and construction method thereof
JP2011174252A (en) * 2010-02-23 2011-09-08 Takenaka Komuten Co Ltd Multi-stage diameter-enlarged pile and structure
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
JP5406628B2 (en) * 2009-08-18 2014-02-05 株式会社竹中工務店 Cast-in-place pile installation method
CN205314116U (en) * 2016-01-13 2016-06-15 重庆交通大学 Continuous type of combined type drilling cling compound structure
CN206034427U (en) * 2016-09-13 2017-03-22 大连理工大学 Mountain area hinders smooth anti -floating pile

Patent Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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
JP2011174252A (en) * 2010-02-23 2011-09-08 Takenaka Komuten Co Ltd Multi-stage diameter-enlarged pile and structure
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
CN205314116U (en) * 2016-01-13 2016-06-15 重庆交通大学 Continuous type of combined type drilling cling compound structure
CN206034427U (en) * 2016-09-13 2017-03-22 大连理工大学 Mountain area hinders smooth anti -floating pile

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106650118A (en) * 2016-12-27 2017-05-10 青岛理工大学 Optimum design method of side slope slide-resistant pile treatment parameter
CN107217679A (en) * 2017-08-02 2017-09-29 中国地质环境监测院 A kind of megalith mixture landslide micro combination pile group buttress reinforcement means
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
CN108487268A (en) * 2018-06-04 2018-09-04 华东交通大学 A kind of square hollow ladder reducing anti-slide pile structure and construction method
CN110206046A (en) * 2019-03-27 2019-09-06 河海大学 The interpolation steel reinforcement cage bamboo joint pile supporting construction and its construction method of harnessing landslide

Also Published As

Publication number Publication date
CN106245629B (en) 2018-10-16

Similar Documents

Publication Publication Date Title
Wu et al. Identification of tunnel settlement caused by land subsidence in soft deposit of Shanghai
Ashour et al. Analysis of pile stabilized slopes based on soil–pile interaction
Livneh et al. Axial testing and numerical modeling of square shaft helical piles under compressive and tensile loading
Ding et al. Model tests on the bearing capacity of wide-shallow composite bucket foundations for offshore wind turbines in clay
Hu et al. Design and construction of a deep excavation in soft soils adjacent to the Shanghai Metro tunnels
Liyanapathirana et al. Influence of deep excavation induced ground movements on adjacent piles
Tan et al. Measured performance of a 26 m deep top-down excavation in downtown Shanghai
Zeng et al. Responses of retaining wall and surrounding ground to pre-excavation dewatering in an alternated multi-aquifer-aquitard system
Yamashita et al. Investigation of settlement and load sharing on piled rafts by monitoring full-scale structures
Zheng et al. Strength reduction and step-loading finite element approaches in geotechnical engineering
Poulos et al. Piled raft foundations for tall buildings
Lee et al. Effect of seepage force on tunnel face stability reinforced with multi-step pipe grouting
Ng et al. Ground deformations and soil–structure interaction of a multi-propped excavation in Shanghai soft clays
Han Recent research and development of ground column technologies
CN103321244B (en) Sand foundation existing building sets up the construction method of basement
Liu et al. Bearing behavior of wide-shallow bucket foundation for offshore wind turbines in drained silty sand
CN204370431U (en) A kind of occlusion long-short pile space enclosing structure
CN201722704U (en) Pre-stressed cantilever counter rib holding retaining wall
Sales et al. Compensated piled rafts in clayey soils: behaviour, measurements, and predictions
Zhang et al. Field performance of long bored piles within piled rafts
CN101230577A (en) Construction method for vertical prestressed anchor rope friction pile slope-sliding prevention and treatment
CN103225310B (en) Structural design method for load-bearing section of miniature anti-slip compound pile
CN104389317B (en) The only pile foundation construction of large-span arch bridge ultra-large type tilting
CN104018848B (en) A kind of rectangular shaped roadways roof collapse prevention and controls
CN205502052U (en) Foundation structure suitable for prestressed rock stock wind turbine foundation

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant