CN103741670A - Negative skin friction (NSF) removing foundation treatment method - Google Patents

Negative skin friction (NSF) removing foundation treatment method Download PDF

Info

Publication number
CN103741670A
CN103741670A CN201410011644.0A CN201410011644A CN103741670A CN 103741670 A CN103741670 A CN 103741670A CN 201410011644 A CN201410011644 A CN 201410011644A CN 103741670 A CN103741670 A CN 103741670A
Authority
CN
China
Prior art keywords
pile
foundation
piles
flexible
soil
Prior art date
Legal status (The legal status 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 status listed.)
Granted
Application number
CN201410011644.0A
Other languages
Chinese (zh)
Other versions
CN103741670B (en
Inventor
储亚
蔡国军
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Southeast University
Original Assignee
Southeast University
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 Southeast University filed Critical Southeast University
Priority to CN201410011644.0A priority Critical patent/CN103741670B/en
Publication of CN103741670A publication Critical patent/CN103741670A/en
Application granted granted Critical
Publication of CN103741670B publication Critical patent/CN103741670B/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The invention discloses a negative skin friction (NSF) removing foundation treatment method. A method for combining discrete piles and flexible piles is used for treating NSF caused by self-weight consolidation of a soil body, gravel piles or sand-gravel piles can serve as the discrete piles, the discrete piles and the flexible piles are arranged at intervals, and gravelly soil cushions are laid on the foundation surface above the discrete piles and the flexible piles. According to the NSF removing foundation treatment method, self consolidation settlement of foundation soil is reduced by construction compaction and vibro-compaction of the discrete piles, loads can be transmitted to foundation supporting layers by the construction of the flexible piles so that stress and compressive deformation of a reinforced zone can be reduced, and 'extrusion' and 'clamping' effects can be achieved on soil among piles under the combined action of the discrete piles and the flexible piles so that consolidation settlement of the foundation soil and NSF caused by the consolidation settlement of the foundation soil can be inhibited. Meanwhile, the combined foundation treatment method can improve bearing capacity of a foundation to a large extent by drainage consolidation and substitution of the flexible piles.

Description

A kind of method for processing foundation of eliminating negative friction
 
Technical field
The invention belongs to special foundation process field in geotechnical engineering, relate to a kind of method for processing foundation of eliminating negative friction.
 
Background technology
Pile foundation is strong adaptability to foundation soil, the feature such as bearing capacity is high, sedimentation is little with it, in engineering practice, is used widely.Ordinary circumstance, stake, under working property, is born most upper loads, the displacement raw downward with respect to local products, stake side soil provides drag upwards to stake, is referred to as positive friction (Positive skin friction is called for short PSR); But in some cases, stake side soil can produce downward displacement with respect to stake, thereby pile body is produced to downward side friction, be referred to as negative friction (Negative skin friction is called for short NSF).Due to the existence of negative friction and the downdrag (summation of negative friction) that produces thus, may cause pile damage, the differential settlement on the soil surrender of stake end or basis on pile body.How in design, reasonable contemplation negative friction is the problem that engineering circles is paid close attention to always on the impact of stake working property.Since Terzaghi and Peck proposition " negative friction " concept, Chinese scholars has been carried out a large amount of research to pile foundation negative friction force, has obtained certain achievement.
The essential reason that pile foundation negative friction force produces is that a consolidation settlement for side soil is greater than pile body sedimentation.The risk factor of pile foundation negative friction force is roughly divided into following several situation:
(1) be positioned at a side owe fixed soft clay or recently banket under Gravitative Loads, produce new fixed;
(2) it is fixed that Ground preloading makes a side layer compression;
(3) the higher saturated cohesive soil of sensitivity, is affected by the construction disturbances such as piling, original ground is stopped up high, produces excess pore water pressure in inter-pile soil, and soft soil thixotropy strengthens, and produces again subsequently new consolidation settlement;
(4) liquescency soil layer issues the raw negative friction that liquefies and cause land subsidence and occur at exogenetic process;
(5) groundwater abstraction and engineering construction construction white-out water etc. without limit, increases soil body effective stress, causes the soil body add depression, thereby to the pile foundation generation negative friction in influence basin;
(6) surface settlement that the geotechnical engineering problems occurring in Process of Urban Development causes also may be produced pile foundation negative friction force, as:
1) deep pit digging causes resistance to shear of soil to discharge producing discharging distortion, cheats all land subsidences and acts in adjacent building pile foundation and may produce negative friction.In addition, ultra-deep foundation pit excavation causes the deep soil movement etc. of the soil body also may produce negative friction;
2) along with the exploitation of the underground space, in city, underground construction is more and more, as subway, underground street, underground store and underground sewage interflow engineering etc.This class engineering is carried out at the underground driving of shallow-layer often, and unstable ground loss, resistance to shear of soil release and the disturbed soil of causing of excavated surface is again fixed, causes ground soil body large deformation, also may produce negative friction to top or adjacent building pile foundation.
The whole nation is increasing year by year in the construction of owing to carry out in fixed soft soil layer at present, and it is of common occurrence by the caused engineering geological problems of negative friction, therefore how to solve the negative frictional resistance that caused by soil solidifying sedimentation also in more and more referred schedule, owing to lacking corresponding engineering experience and deep theoretical research, and no matter be country, industry or local technical specification and standard accordingly, still lack the relevant art regulation to " negative frictional resistance being caused by soil solidifying sedimentation " prospecting, design, construction and detection and monitoring.On the basis of the many factors such as comprehensive safety, economy, reliable and engine request, invent the method for processing foundation that granular pile and flexible pile combine and eliminated the negative friction being produced by soil solidifying, reduce on this basis soil body sedimentation, and improve significantly bearing capacity of foundation soil.First carry out granular pile construction processing, with since displacement and compacted, close underconsolidated soil or recently banket shakes, eliminate underconsolidated soil or recently banket and conduct oneself with dignity fixed and owe fixed, the settlement after construction that reduces to a certain extent the negative friction effect of composite foundation reinforcement and especially produce; Afterwards, carry out flexible pile construction, by the acting in conjunction of granular pile and flexible pile, to inter-pile soil, carry out again compacted, and by the interaction between two kinds of pile foundations, inter-pile soil is produced and seizes and block effect on both sides by the arms, thereby further reduce the negative friction effect of composite foundation reinforcement, due to flexible pile, compared with high-bearing capacity and metathesis, the modulus of compressibility of bearing capacity of foundation slab and soil is greatly improved in addition, thereby reach processing intent, to meet superstructure design, require and guarantee quality and the safety of construction project.
 
Summary of the invention
technical problem:the present invention is directed to the harm that in the underconsolidated soil place of recent deposit, negative friction produces increases gradually, but the single backwardness of method of processing and solving, be difficult to guarantee the problem of foundation settlement distortion and bearing capacity Structural Design Requirement when effectively solving negative friction harm, the one granular pile of first constructing is provided, the flexible pile of constructing again, two kinds of pile bodies are combined use, can eliminate well the method for processing foundation of the elimination negative friction of the negative friction causing due to soil solidifying.
technical scheme:the method for processing foundation of elimination negative friction of the present invention, comprises the following steps:
First by vibration sinking tube method, construct, multiple granular piles that structure quadrate array is arranged, behind at least 7 days, interval, more multiple flexible piles of constructing structure quadrate array layout, the quadrate array of flexible pile is listed in all parallel being staggered of both sides length direction with the square array of granular pile; Finally at the foundation surface on granular pile and flexible pile top, lay rubble drainage blanket.
In a kind of preferred version of the inventive method, granular pile is broken stone pile or sand-gravel pile; Idiographic flow by vibration sinking tube method structure granular pile is:
1) mobile installation and to saddle, Vibration on Start-up pile monkey behind pile pipe and pile top perpendicular alignmnet stake position, during pile pipe vibration dip is buried, until the stabilization zone degree of depth;
2) from the funnel that feeds intake of upper end, fill the metaling configuring to pile pipe, pile pipe is extracted on vibration limit, limit, after every tube drawing 50-80cm, stops tube drawing, continues tube drawing, until steel pipe rises to design of pile top absolute altitude after vibration 20-30s;
3) repeating step 1 repeatedly on former stake position) to step 2) operating process, until volumetric efficiency is greater than 1.3 in pile body.
The step 2 of the above-mentioned preferred version of the inventive method) in, metaling is crushed stone or the ovum gravel piece of particle diameter 20-50mm, the fullness coefficient that metaling is filled pile pipe is not less than 1.3.
The step 2 of the above-mentioned preferred version of the inventive method) in, metaling recharges to pile pipe after adding water to saturation state.
In a kind of preferred version of the inventive method, flexible pile is high-pressure rotary jet grouting pile, cement mixing method or lime pile.
In a kind of preferred version of the inventive method, flexible pile is that Specific construction flow process is according to the high-pressure rotary jet grouting pile of tri-tube method structure:
First by drilling-machine shifter to referring to fixed pile, boring to the stabilization zone degree of depth, aperture is 15-20cm;
Playpipe is placed into after foot of hole, opens sprinkling irrigation and start to spray: the ejecta of three playpipes is respectively cement paste, water and air; The three-phase mixture cutting soil body mixed pile-forming of sprinkling irrigation, meanwhile, and with the speed rotary lifting playpipe of 0.1-0.2m/min, until rise to design of pile top absolute altitude, pile completes.
In the above-mentioned preferred version of the inventive method, in the construction process of tri-tube method structure high-pressure rotary jet grouting pile, slurries expulsion pressure is not less than 30MPa, and gas expulsion pressure is not less than 0.7MPa, and cement paste injection rate is not less than 35%, and emitted dose is not less than 30L/min.
Method for processing foundation of the present invention is the composite foundation that granular pile and flexible pile combine, and comprises granular pile and flexible pile, and granular pile and flexible pile are put every arranging, and at the foundation surface on granular pile and flexible pile top, lays rubble drainage blanket.
The arrangement mode of putting every arranging can be: each the row's cover off of granular pile and flexible pile, entirety is arranged in squares.Also can be: each flexible pile is arranged on the center line of two adjacent granular pile lines of adjacent row that each flexible pile and adjacent two granular piles form triangular forms and arrange.
Method for processing foundation first carries out the construction of vibration sinking tube method granular pile, and granular pile carries out the construction of tri-tube method high-pressure rotary-spray flexible pile after having constructed, and two kinds of pile body constructions should not be less than 7 days interval time.
Granular pile of the present invention and flexible pile interact as shown in Figure 2.Construction technology, for first carrying out granular pile construction, reaches vibration by vibration sinking tube to the stake periphery soil body, compacted, the effect of shaking in advance.Inter-pile soil particle is rearranged, and produce excess pore water pressure, then the soil body that to drainability is by self good level accelerates rate of consolidation, part reduces consolidation settlement and its negative friction causing after work.But because self bearing capacity of granular pile is limited to the maximum side limiter of a side soil body, so the bearing capacity of composite foundation and sedimentation generally can not meet design requirement, turn round and look at and carry out again flexible pile construction, by flexible pile, construct inter-pile soil is pushed again, granular pile is produced the effect of " fender pile " simultaneously in stabilization zone, improve the bearing capacity of granular pile; The effect that under granular pile and flexible pile acting in conjunction, inter-pile soil is produced extruding, seizes on both sides by the arms and block, can significantly suppress to owe fixed consolidation settlement of banketing and its negative friction causing.The metathesis of flexible pile self can be delivered to overlying burden in the bearing stratum of base, to reduce stress and the compressive strain of stabilization zone, increases substantially bearing capacity of foundation soil.The inventive method is can effectively eliminate because the soil body self consolidation settlement causes negative friction, guarantees pile body safety.
beneficial effect:the present invention compared with prior art, has the following advantages:
Method for processing foundation of the present invention has effectively solved the owe fixed negative friction harm that causes of recent deposit soil district due to the soil body, and when processing negative friction, guarantees sedimentation and deformation and the bearing capacity Structural Design Requirement of ground.The reinforcement mechanism of the method mainly comprises:
(1) by the vibration sinking tube method construction of granular pile, silt or sand foundation are produced to effect compacted, shake close and pre-shock, and cohesive soil ground is produced to displacement, draining and certain compacted effect.Foundation soil is due to the vibration of granular pile construction, producing excess pore water pressure and soil particle heavily distributes, along with the pore water pressure dissipation in foundation soil, the free drainage passage that water in soil forms by granular pile is discharged, foundation soil is accelerated saturated fixed, reduced to a certain extent consolidation settlement and its negative friction causing of foundation soil.
(2) by flexible pile, construct inter-pile soil body strengthened again, simultaneously and granular pile acting in conjunction, to inter-pile soil body produce again compacted, seize and block effect on both sides by the arms.Between stake, foundation soil reaches fixed equilibrium state substantially by the acting in conjunction of granular pile and flexible pile, has substantially eliminated the negative friction sinking to the generation of composite foundation pile body due to the soil body.
Wherein granular pile have well compacted, shake close, shake and the effect of draining can be accelerated the fixed of inter-pile soil body in advance, tentatively reduce by the fixed sedimentation causing and negative friction.The rubble drainage blanket on the ground top of simultaneously laying combines and has formed the drainage system being connected in length and breadth with granular pile, shortens drainage distance and has further accelerated the fixed of inter-pile soil body.By the mutual squeezing action of flexible pile and granular pile, again improved again the performance of inter-pile soil, and flexible pile have higher Rigidity and strength and metathesis and guaranteed the bearing capacity of ground.Because the present invention only adopts partially flexible cement earth pile to be used for replacing granular pile, on the basis that makes to process negative friction and improve Bearing Capacity of Composite Foundation, keep granular pile composite foundation with low cost simultaneously, be beneficial to the advantage of popularization.
 
Accompanying drawing explanation
Fig. 1 is granular pile construction of the present invention and effect schematic diagram;
Fig. 2 is granular pile of the present invention and flexible pile acting in conjunction schematic diagram.
Fig. 3 is layout schematic diagram of the present invention.
In figure, have: 1-pile steel pipe, 2-feed intake funnel, the casting resin of 3-granular pile, 4-pile pipe place stage, the vibration of 5-pile pipe bury stage, 6-feed intake stage, vibration limit, 7-limit tube drawing stage, 8-again vibrate the stage that presses down and feed intake, sleeping bearing stratum under pipe stage, 10-granular pile, 11-flexible pile, 12-Gravil-soil cushion, 13-stabilization zone, 14-is lifted in 9-vibration.
 
The specific embodiment
Method for processing foundation of the present invention is the composite foundation that granular pile and flexible pile combine, and comprises granular pile and flexible pile, and granular pile and flexible pile are put every arranging, and at the foundation surface on granular pile and flexible pile top, lays granular pile drainage blanket.
The arrangement mode of putting every arranging can be granular pile and each row's cover off of flexible pile, and entirety is arranged in squares; Or each flexible pile is arranged on the center line of two adjacent granular pile lines of adjacent row, each flexible pile and adjacent two granular piles form triangular forms and arrange.By the crisscross combined water drain passage of granular pile and drainage blanket, make inter-pile soil discharging consolidation rapidly, reach the consolidation settlement and the negative friction that further reduce the soil body.
The concrete steps of the method for processing foundation of elimination negative friction of the present invention are:
First by vibration sinking tube method, construct, form the granular pile of square arrangement, behind at least 7 days, interval, by tri-tube method, construct again, form the flexible pile of square arrangement, each the row's cover off of flexible pile and granular pile, entirety is arranged in squares or flexible pile and forms triangular forms layouts with two adjacent granular piles.Finally at the foundation surface on granular pile and flexible pile top, lay granular pile drainage blanket;
The idiographic flow of vibration sinking tube method structure granular pile is:
1) be ready to construction machinery, and target place is flattened.By vibratory pile drive and extractor and to saddle, move desired location, pile pipe and pile top perpendicular alignmnet stake position, closed flap valve shoe, goes up, underground barrier-free hinders Vibration on Start-up pile monkey after thing, during pile steel pipe is buried by pile monkey vibration dip, until the stabilization zone degree of depth definitely;
2) open flap valve shoe, from the funnel that feeds intake of pile pipe upper end, start to add the metaling configuring, pile steel pipe is extracted on vibration limit, limit, after pulling up 50-80cm, pile steel pipe stops feeding intake and tube drawing, start vibration 20-30s downwards, then continue tube drawing and feed intake, repeat to pull up-vibrate this link until steel pipe rises to design of pile top absolute altitude;
3) extract pile steel pipe, continue Vibration on Start-up pile monkey in situ, during pile steel pipe is buried by pile monkey vibration dip, until the stabilization zone degree of depth.After again repeat to pull up-vibrate this link steel pipe risen to design of pile top absolute altitude, guarantee pile body compactness.Until volumetric efficiency is greater than 1.3 in pile body.
The idiographic flow of tri-tube method structure high-pressure rotary-spray flexible pile is:
1) after treating place granular pile construction, standing more than 7 days, pore-forming drill is moved to finger fixed pile, hole to the stabilization zone degree of depth, the about 15-20cm in aperture;
2) playpipe is dropped in boring until foot of hole, inject the cement paste hydrous water and the gas that have configured and spray simultaneously, and start rotary lifting slowly, the common pile of cutting pile peripheral earth mix cement slurry, hoisting velocity is 0.1-0.2m/min;
3) during jet grouting pile construction, gunite pressure is not less than 30MPa, and flow is greater than 30L/min, stream pressure 0.7Mpa.The distance of spray-hole and high-pressure injection pump is not more than 50m, and bore position and design attitude deviation are not more than 50mm, and the lap length that playpipe segmentation promotes is not less than 100mm; Whitewashing should be continuous, must not broken pile, and the whitewashing lap length after whitewashing pauses is for some reason not less than 100mm.Promote spray-hole until design of pile top absolute altitude, pile completes.

Claims (7)

1. a method for processing foundation of eliminating negative friction, is characterized in that, the method comprises the following steps:
First by vibration sinking tube method, construct, multiple granular piles (10) that structure quadrate array is arranged, behind at least 7 days, interval, multiple flexible piles (11) that constructing structure quadrate array is arranged again, the quadrate array of described flexible pile (11) is listed in all parallel being staggered of both sides length direction with the square array of granular pile (10); Finally at the foundation surface on granular pile (10) and flexible pile (11) top, lay rubble drainage blanket.
2. a kind of method for processing foundation of eliminating negative friction according to claim 1, is characterized in that, described granular pile (10) is broken stone pile or sand-gravel pile; Idiographic flow by vibration sinking tube method structure granular pile (10) is:
1) mobile installation and to saddle, Vibration on Start-up pile monkey behind pile pipe and pile top perpendicular alignmnet stake position, during pile pipe vibration dip is buried, until the stabilization zone degree of depth;
2) from the funnel that feeds intake of upper end, fill the metaling configuring to pile pipe, pile pipe is extracted on vibration limit, limit, after every tube drawing 50-80cm, stops tube drawing, continues tube drawing, until steel pipe rises to design of pile top absolute altitude after vibration 20-30s;
3) repeating step 1 repeatedly on former stake position) to step 2) operating process, until volumetric efficiency is greater than 1.3 in pile body.
3. a kind of method for processing foundation of eliminating negative friction according to claim 2, is characterized in that described step 2) in, metaling is crushed stone or the ovum gravel piece of particle diameter 20-50mm, the fullness coefficient that metaling is filled pile pipe is not less than 1.3.
4. according to a kind of method for processing foundation of eliminating negative friction described in claim 2 or 3, it is characterized in that described step 2) in, metaling recharges to pile pipe after adding water to saturation state.
5. according to a kind of method for processing foundation of eliminating negative friction described in claim 1,2 or 3, it is characterized in that, described flexible pile (11) is high-pressure rotary jet grouting pile, cement mixing method or lime pile.
6. according to a kind of method for processing foundation of eliminating negative friction described in claim 1,2 or 3, it is characterized in that, described flexible pile (11) is that Specific construction flow process is according to the high-pressure rotary jet grouting pile of tri-tube method structure:
First by drilling-machine shifter to referring to fixed pile, boring to the stabilization zone degree of depth, aperture is 15-20cm;
Playpipe is placed into after foot of hole, opens sprinkling irrigation and start to spray: the ejecta of three playpipes is respectively cement paste, water and air; The three-phase mixture cutting soil body mixed pile-forming of sprinkling irrigation, meanwhile, and with the speed rotary lifting playpipe of 0.1-0.2m/min, until rise to design of pile top absolute altitude, pile completes.
7. a kind of method for processing foundation of eliminating negative friction according to claim 6, it is characterized in that, described according in the construction process of tri-tube method structure high-pressure rotary jet grouting pile, slurries expulsion pressure is not less than 30MPa, gas expulsion pressure is not less than 0.7MPa, cement paste injection rate is not less than 35%, and emitted dose is not less than 30L/min.
CN201410011644.0A 2014-01-10 2014-01-10 A kind of method for processing foundation eliminating negative friction Expired - Fee Related CN103741670B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201410011644.0A CN103741670B (en) 2014-01-10 2014-01-10 A kind of method for processing foundation eliminating negative friction

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201410011644.0A CN103741670B (en) 2014-01-10 2014-01-10 A kind of method for processing foundation eliminating negative friction

Publications (2)

Publication Number Publication Date
CN103741670A true CN103741670A (en) 2014-04-23
CN103741670B CN103741670B (en) 2015-12-30

Family

ID=50498729

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201410011644.0A Expired - Fee Related CN103741670B (en) 2014-01-10 2014-01-10 A kind of method for processing foundation eliminating negative friction

Country Status (1)

Country Link
CN (1) CN103741670B (en)

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105155505A (en) * 2015-08-21 2015-12-16 四川九鼎智远知识产权运营有限公司 Construction method for rigid pile composite foundation
CN106759297A (en) * 2016-11-22 2017-05-31 广州中煤江南基础工程公司 A kind of construction method of support pile and three pipe high-pressure rotary jet grouting pile deep basal pits
CN106836221A (en) * 2017-01-03 2017-06-13 江苏工程职业技术学院 A kind of open caisson vibrosinking pile Composite foundation construction technique
CN110004907A (en) * 2019-03-27 2019-07-12 河海大学 Miniature steel pipe pile-immersed tube sand-gravel pile joint foundation stabilization construction method and its structure
CN110438973A (en) * 2019-06-27 2019-11-12 福建鼎拓工程勘察设计有限公司 A kind of reinforcement means of soft foundation

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101250873A (en) * 2008-04-10 2008-08-27 徐玉杰 High-pressure injection slip-casting construction method for flabbiness foundation
CN202787295U (en) * 2012-09-19 2013-03-13 山东大学 Dispersive pile-permeable concrete pile novel dual compound foundation
CN103046530A (en) * 2012-12-31 2013-04-17 中国建筑西南勘察设计研究院有限公司 Gravel pile and plain concrete pile combined composite foundation
JP5319266B2 (en) * 2008-12-18 2013-10-16 三菱樹脂株式会社 Ground reinforcement method and improved ground structure

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101250873A (en) * 2008-04-10 2008-08-27 徐玉杰 High-pressure injection slip-casting construction method for flabbiness foundation
JP5319266B2 (en) * 2008-12-18 2013-10-16 三菱樹脂株式会社 Ground reinforcement method and improved ground structure
CN202787295U (en) * 2012-09-19 2013-03-13 山东大学 Dispersive pile-permeable concrete pile novel dual compound foundation
CN103046530A (en) * 2012-12-31 2013-04-17 中国建筑西南勘察设计研究院有限公司 Gravel pile and plain concrete pile combined composite foundation

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105155505A (en) * 2015-08-21 2015-12-16 四川九鼎智远知识产权运营有限公司 Construction method for rigid pile composite foundation
CN106759297A (en) * 2016-11-22 2017-05-31 广州中煤江南基础工程公司 A kind of construction method of support pile and three pipe high-pressure rotary jet grouting pile deep basal pits
CN106836221A (en) * 2017-01-03 2017-06-13 江苏工程职业技术学院 A kind of open caisson vibrosinking pile Composite foundation construction technique
CN110004907A (en) * 2019-03-27 2019-07-12 河海大学 Miniature steel pipe pile-immersed tube sand-gravel pile joint foundation stabilization construction method and its structure
CN110438973A (en) * 2019-06-27 2019-11-12 福建鼎拓工程勘察设计有限公司 A kind of reinforcement means of soft foundation

Also Published As

Publication number Publication date
CN103741670B (en) 2015-12-30

Similar Documents

Publication Publication Date Title
CN104131555B (en) A kind of outsourcing water penetration concrete reinforced pipe crushed stone grouting pile and construction method thereof
CN204059124U (en) A kind of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure
CN103741670B (en) A kind of method for processing foundation eliminating negative friction
CN105672348A (en) Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region
CN100501011C (en) Hole drilling mudjack pile construction method
CN100371537C (en) Novel method for reinforcing deep soft foundition-cencrete core sand stone pile compound foundition method
CN101922146A (en) Method for performing foundation treatment by using permeable concrete pipe piles
CN101487254A (en) Construction method of vibrating immersed tube gravel slip-casting pile
CN104499479A (en) Dig-hole pile construction method based on penetration of sand gravel backfilling layer
CN101634143A (en) Method for treating spiral oil-extruding filling pile composite foundation in stratum containing soft clay
CN104314078A (en) Concrete pile construction equipment and construction method thereof
CN103184734A (en) Implanted and grouted compound pile and construction method
CN103437348B (en) Construction device and method of pile peripheral cemented soil cast-in-place stiffness core pile
CN106869153B (en) A kind of method of the quick soft soil foundation treatment of well-points dewatering
CN204000851U (en) The stake of a kind of outsourcing water permeability concrete reinforced pipe gravel slip-casting
CN203213101U (en) Embedding grouting combined pile
CN106337413A (en) Water-draining stiff geo-textile bag cement-soil composite pile and construction method thereof
CN102839683A (en) Discrete pile-water permeability concrete pile novel binary composite foundation and treatment method of composite foundation
CN105714773A (en) Foundation treatment method
CN103195077B (en) A kind of dam foundation reinforcement frame structure and stabilization of dam foundation method
CN203462463U (en) Construction device of pile-peripheral cemented-soil cast-in-situ stiffening core pile
CN202787295U (en) Dispersive pile-permeable concrete pile novel dual compound foundation
CN203129143U (en) Static pressure jet flow piling wall forming equipment
CN203129163U (en) Reinforcing framework structure for dam foundation
CN105484270B (en) Reinforcement protection construction method of high steep old rubble retaining wall adjacent to deep foundation pit

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
C14 Grant of patent or utility model
GR01 Patent grant
CF01 Termination of patent right due to non-payment of annual fee
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20151230

Termination date: 20200110