CN103711122B - A kind of cloth bag expands the construction method of squeezing concrete support disk pile - Google Patents

A kind of cloth bag expands the construction method of squeezing concrete support disk pile Download PDF

Info

Publication number
CN103711122B
CN103711122B CN201310664354.1A CN201310664354A CN103711122B CN 103711122 B CN103711122 B CN 103711122B CN 201310664354 A CN201310664354 A CN 201310664354A CN 103711122 B CN103711122 B CN 103711122B
Authority
CN
China
Prior art keywords
pile
cloth bag
immersed tube
branch
concrete
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.)
Active
Application number
CN201310664354.1A
Other languages
Chinese (zh)
Other versions
CN103711122A (en
Inventor
张晓波
秦建
纪艳新
司佳
祝敏智
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.)
DEZHOU ROAD ENGINEERING CORPORATION
Original Assignee
DEZHOU ROAD ENGINEERING Corp
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 DEZHOU ROAD ENGINEERING Corp filed Critical DEZHOU ROAD ENGINEERING Corp
Priority to CN201310664354.1A priority Critical patent/CN103711122B/en
Publication of CN103711122A publication Critical patent/CN103711122A/en
Application granted granted Critical
Publication of CN103711122B publication Critical patent/CN103711122B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The present invention relates to a kind of cloth bag and expand crowded concrete support disk pile, bottom support disk pile pile body, connect precast pile tip, pile body from inside to outside expands crowded cloth bag mud jacking body, the crowded cloth bag of branch expansion and cement earth pile by concrete stiff-core, reinforcing body, geotechnological cloth bag mud jacking body, geotechnological cloth bag, branch and forms; Geotechnique's cloth bag bag body spaced set branch expands squeezes cloth bag; Geotechnique's cloth bag mud jacking body is by forming to geotechnological cloth bag high-pressure slip-casting, and branch expansion is squeezed cloth bag mud jacking body and squeezed the formation of cloth high-pressure slip-casting by expanding to branch; Reinforcing body is made up of vertical main muscle and ring-shaped stirrup; Precast pile tip end face ecto-entad is provided with geotextiles bag connector, the vertical main muscle connector of reinforcing body successively, and the limited impression of immersed tube. The present invention has brought into play hard and soft built pile effect and has reduced soil compaction effect to the destruction of initial set concrete and mortar not yet, has ensured pile quality; Simultaneously support disk pile the common load-carrying properties that improved flexible pile and rigid pile are set.

Description

A kind of cloth bag expands the construction method of squeezing concrete support disk pile
Technical field
The present invention relates to a kind of support disk pile, particularly one forms to expand by geotechnological cloth bag high-pressure slip-casting and squeezes branch and have flexibilityThe cloth bag in stake week expands crowded concrete support disk pile. Belong to ground process field, be applicable to the ground that structure foundation requirement for bearing capacity is higherBase is processed engineering.
Background technology
China region is wide, complex geologic conditions, and soft foundation is widely distributed and classification is complicated, particularly in coastal riverine area,And these regional Duo Shu China are economically developed, network of communication lines compact district. The general moisture content of soft foundation is large, strong compared with high, compressibilitySpend low, the coefficient of consolidation is little and soil layer layered distribution complexity, builds intensive railway, highway, municipal administration and water conservancy on this type of groundMust carry out necessary consolidation process when the engineering, increase the stability of ground and reduce settlement after construction. At present, process flabbilyBase conventionally adopts shallow-layer to change and fills out, solidifies, and the mode of deep layer pile foundation reinforcement, makes original soft foundation become composite foundation with piles in inhomogeneous strata,Thereby reach the engineering effort that foundation bearing capacity significantly promotes.
In the composite foundation with piles in inhomogeneous strata of China's application, pile body type has cement mixing pile, driven cast-in-place pile, concrete precast pile conventionallyEtc., and the Novel pile developing from these foundation pile types, support disk pile etc. is squeezed in such as TC stake, expansion. In these conventional stakesIn base, adopt concrete precast pile to have the shortcomings such as place noise pollution is large, soil compaction effect is comparatively obvious; Adopt cement mixing pileHave that bearing capacity of single pile is low, construction quality is difficult to the shortcomings such as control; Adopt to expand and squeeze support disk pile and have that cost is high, construction technology is large etc.Shortcoming; Adopt driven cast-in-place pile easily to produce the engineering defect such as stake shortea; In addition, in engineering, also adopt combination of rigidity and flexibility stake.
At present, the conventional construction method of combination of rigidity and flexibility stake is after cement piling, before initial set, with pile compacting equipment by strengthCore stake (precast concrete pile, shaped steel etc.) is pressed in cement earth pile, after soil cement solidifies, reaches core stake and cement earth pile altogetherWith the object of bearing upper load. In addition, also can adopt driven cast-in-place pile to set the stake of strength core. But all can exist in various degreeSoil compaction effect, pile quality is undesirable; The damage that also can cause side friction is squeezed in the expansion of immersed tube, occurs Lack of support.
In sum, though existing stake type and pile body form of construction work can obtain comparatively desirable ground under suitable conditions of project natural environmentBase treatment effect, can improve part but remain. Given this, need at present invention one badly and be constructed into that quality of pile is reliable, bearing capacityThe composite foundation with piles in inhomogeneous strata high, economic benefit is good. Adopt cloth bag to expand crowded concrete support disk pile and can significantly promote jointly holding of composite pileCarry the pile quality of performance and internal rigid stake, better bring into play the effect of hard and soft built pile, and there is certain economic technologyBenefit.
Summary of the invention
The object of the present invention is to provide a kind of cloth bag to expand and squeeze concrete support disk pile, it is on the construction technology basis of bored concrete pile,Combine expansion and squeeze the Novel pile type that the characteristic of support disk pile and bag pile develops. Prop up dish-type cloth bag by immersed tube overcoat, utilize highPressure grouting expansion is extruded into branch, and combines with cement earth pile, brings into play desirable load-carrying properties.
For realizing above-mentioned technical purpose, the present invention has adopted following technical scheme:
A kind of cloth bag expands crowded concrete support disk pile, it is characterized in that, support disk pile pile body bottom connects precast pile tip, and pile body is from introversionExpand and squeeze cloth bag mud jacking body, the crowded cloth of branch expansion by concrete stiff-core, reinforcing body, geotechnological cloth bag mud jacking body, geotechnological cloth bag, branch outwardBag and cement earth pile composition; Geotechnique's cloth bag bag body spaced set branch expands squeezes cloth bag; Geotechnique's cloth bag mud jacking body passes through to geotextilesBag high-pressure slip-casting forms, and branch expansion is squeezed cloth bag mud jacking body and squeezed the formation of cloth high-pressure slip-casting by expanding to branch; Reinforcing body is by vertical main muscleForm with ring-shaped stirrup; Precast pile tip end face ecto-entad is provided with geotextiles bag connector, the vertical main muscle connector of reinforcing body successively,And the limited impression of immersed tube.
Described precast pile tip is circular platform type armored concrete pile top, the diameter of immersed tube limited impression and immersed tube equal diameters; Reinforcing bodyVertical main muscle connector adopts pre-buried steel loop or reinforcing bar.
Described geotechnological cloth bag is to adopt polyester long fiber composites, polypropylene, polypropylene fibre or terylene or other filament of synthetic fibreThe circular pocket of making.
It is identical with geotechnological cloth bag that described branch expands crowded cloth bag material, at itself and geotechnological cloth bag junction, spacing branch is all set, described inSpacing branch adopts that sheet metal is prefabricated to be formed, and its cross section isShape, diameter is identical with geotechnological cloth bag, ties up with geotechnological cloth bagPrick and connect.
Described reinforcing body expands crowded cloth bag corresponding position in branch and is provided with evagination reinforcement reinforcement, and reinforcement reinforcement isShape, it enclosesThe radial width of closing space is less than precast pile tip diameter, between the vertical main muscle of reinforcement reinforcement and reinforcing body, adopts and is welded to connect or ties upPrick and connect.
Described cement earth pile adopts the group of cement mixing pile, high-pressure rotary jet grouting pile or cement mixing pile and high-pressure rotary jet grouting pileClose stake.
The present invention also provides above-mentioned cloth bag to expand the construction method of squeezing concrete support disk pile, and its main construction procedure is as follows:
1) before construction, prepare: according to design drawing, process job site, draw construction outline line, measure pile body position, tissueConstruction material, machinery, personnel are in place;
2) set cement earth pile: in design stake position, carry out cement earth pile construction according to code requirement, cement earth pile construction depthCloth bag expands the crowded long 1000mm~1500mm of concrete-pile; Cement earth pile has been constructed stake machine has been moved to next position construction;
3) cloth bag expands crowded concrete pile body member connection: first high-pressure slip-casting pipe is evenly arranged on immersed tube lateral wall along hoop; AgainVertical reinforcing body main muscle and geotechnological cloth bag are connected with the vertical main muscle connector of reinforcing body, the geotextiles bag connector of precast pile tip respectivelyConnect firmly, finally the immersed tube that Grouting Pipe is installed is inserted to the immersed tube limited impression of precast pile tip;
4) press down immersed tube: adopt vibratory equipment or static pressure equipment or ram heavy equipment the immersed tube connecting with precast pile tip is sink to cementProjected depth in soil stake, sinks to and in process, should keep immersed tube to be connected closely with pile top and without acceptance of persons vertical;
5) build the stake of strength core: immersed tube sinks down into after designed elevation, according to detail design requirement, inwardly in immersed tube, build high-strength coagulationSoil or high-strength mortar, form concrete stiff-core;
6) on, pull out immersed tube high-pressure slip-casting: after immersed tube inner concrete, perfusion are enriched, start to slip casting in Grouting Pipe and on pull out immersed tube,By grouting serous fluid and concrete, a common extruding stake side soil cement, form geotechnological cloth bag mud jacking body, and in immersed tube, carry out in good timeAerial feed supplement;
7) branch expands crowded cloth bag mud jacking: on Grouting Pipe grout outlet, pull out while expanding crowded cloth bag place to branch, on stopping, pulling out, and constantly rotationImmersed tube, expands and squeezes cloth bag high-pressure slip-casting to branch simultaneously, expands and extrudes horizontal branch, and formation branch expands squeezes cloth bag mud jacking body;
8) next pile body construction: after immersed tube is extracted completely, moving construction machinery, to next position, carries out the construction of next pile.
The present invention has following feature and beneficial effect:
(1) set in advance cement earth pile, can reduce soil compaction effect to the not yet concrete of initial set and the destruction of mortar, simultaneously forDish stake provides flexible pile week, reduces branch and expands the expansion soil compaction pressure that squeezes cloth bag.
(2) the vertical main muscle of reinforcing body is set in geotechnological cloth bag, can strengthens cloth bag and expand the shear resistance that squeezes support disk pile, simultaneously convenientCloth bag is inserted in immersed tube from immersed tube bottom.
(3) the built-in mode of immersed tube has avoided plastic sleeve concrete pile, the support disk pile etc. of Classic immersed tube to squeeze because immersed tube expandsCause the damage of Skin friction.
(4) be longer than cloth bag and expand the soil cement part of squeezing concrete support disk pile, under immersed tube sinks extruding, strengthened cloth bag expansion and squeezed coagulationThe supporting course of soil support disk pile, can better bring into play its load-carrying properties in soft clay area, reduce stake sedimentation.
(5), under ultra-soft soil environment, cloth bag expands crowded concrete support disk pile and can not set in advance cement earth pile and use separately.
Brief description of the drawings
Fig. 1 is that cloth bag of the present invention expands the constructing structure schematic diagram that squeezes concrete support disk pile.
Fig. 2 is that cloth bag expands crowded concrete support disk pile profile;
Fig. 3 is the vertical main muscle of geotechnological cloth bag and reinforcing body and precast pile tip connection diagram;
Fig. 4 is that cloth bag of the present invention expands the construction process figure that squeezes the independent perfusion of concrete support disk pile;
In figure: 1-precast pile tip, 2-geotextiles bag connector, the vertical main muscle connector of 3-reinforcing body, 4-immersed tube limited impression, 5-Geotechnique's cloth bag, 6-branch expands squeezes cloth bag, the spacing branch of 7-, 8-assists lifting rope, the vertical main muscle of 9-reinforcing body, 10-reinforcement reinforcement,11-immersed tube, 12-Grouting Pipe, 13-slurry outlet, 14-fixes steel loop, 15-cement earth pile, 16-branch expands squeezes cloth bag mud jacking body, 17-Geotechnique's cloth bag mud jacking body, 18-concrete stiff-core.
Detailed description of the invention
The piling technique requirement of cement mixing pile in present embodiment, welding procedure technical requirement, high-pressure slip-casting proportioning, immersed tube skillArt requirement etc. repeats no more, and emphasis is set forth the cloth bag the present invention relates to and expanded the embodiment that squeezes concrete branch pile.
Fig. 1 cloth bag of the present invention expands the constructing structure schematic diagram that squeezes concrete support disk pile, and Fig. 2 cloth bag expands crowded concrete support disk pile sectionFigure, Fig. 3 is the vertical main muscle of geotechnological cloth bag and reinforcing body and precast pile tip connection diagram.
Expand and squeeze concrete support disk pile with reference to the cloth bag described in Fig. 2, support disk pile pile body bottom connects precast pile tip, and pile body from inside to outsideExpand and squeeze cloth bag mud jacking body, the crowded cloth bag of branch expansion by concrete stiff-core, reinforcing body, geotechnological cloth bag mud jacking body, geotechnological cloth bag, branchForm with cement earth pile.
Expand and squeeze concrete branch pile structure with reference to the cloth bag shown in Fig. 1, mainly by precast pile tip 1, geotechnological cloth bag 5, branchThe crowded cloth bag 6 of expansion, the vertical main muscle 9 of reinforcing body, immersed tube 11 form.
Immersed tube 11 adopts seamless steel pipe, and strength classes of structural steel is Q345, and thickness is 20mm, and steel pipe sizes specification should meet ruleThe requirement that model is existing, wherein: immersed tube 11 external diameters are 440mm.
At immersed tube 11 lateral wall hoops, 3 Grouting Pipe 12 are evenly set, Grouting Pipe 12 adopts seamless steel pipe, and diameter is 75mm,Wall thickness 8mm, its dimensions should meet the requirement of current specifications, and Grouting Pipe 12 bottom evens are laid 4 slurry outlets 13, holeFootpath is 20mm. Grouting Pipe 12 adopts retainer ring 14 and immersed tube 11 lateral walls to be connected and fixed; Retainer ring 14 is not for sealing steel ringWith flank armor Plate, adopt the steel plate that strength grade is Q235 to be made, steel ring internal diameter is large compared with Grouting Pipe 12 external diameters4mm, from be inserted in Grouting Pipe 12 one end, is welded to connect steel ring inwall and Grouting Pipe 12 outer walls, then by flank steel plate withImmersed tube 11 outer walls are welded and fixed, and when fixing, Grouting Pipe 12 bottoms and immersed tube 11 bottoms are at a distance of 100mm.
Precast pile tip 1 is truncated cone-shaped armored concrete pile top, the high 600mm of precast pile tip, and profile is by high 100mm, diameter 500mmAnd high 150mm, two cylinders and the high 350mm of diameter 750mm, upper base diameter 750mm, go to the bottom diameter 150mm'sRound platform composition; Precast pile tip 1 end face is provided with immersed tube limited impression 4, wherein, and the central diameter of immersed tube limited impression 4 and immersed tube11 is identical, and the width of limited impression 4 is compared with the large 10mm of immersed tube pipe thickness, and groove depth 100mm, smears lubricant in groove; GeotechniqueCloth bag connector 2 is located at precast pile tip 1 lateral margin, and groove depth is 30mm, and groove width is 20mm; The vertical main muscle connector 3 of reinforcing bodyAdopt the steel that grade strength is Q345 to make, diameter is 600mm, and wide 10mm is embedded in precast pile tip 1 upper surface, embeddingEnter degree of depth 30mm, total height 80mm.
Reinforcing body is steel hoop cage, and it is the screw-thread steel of HRB335 that vertical main muscle 9 adopts strength grade, and diameter and reinforcing body are perpendicularIdentical to main muscle connector 3, stirrup arranges together every 2m, adopts the plain steel-bar that strength grade is HPB235; EvaginationThe vertical main muscle 9 of material of reinforcement reinforcement 10 is identical, adopts weldering between the vertical main muscle 9 of evagination reinforcement reinforcement 10 and reinforcing bodyConnect in succession; The vertical main muscle 9 of reinforcing body also welds by steel wire lashing with the vertical main muscle connector 3 of reinforcing body.
Geotechnique's cloth bag 5 adopts polyester long fiber composites to make, and bag body spaced set annular branch expands squeezes cloth bag 6, expandsSqueeze cloth bag 6 and communicate with geotechnological cloth bag 5 inner spaces, spacing branch 7 adopts grade strength to be that Q345 sheet metal is prefabricated and forms,Diameter is identical with geotechnological cloth bag 5, and is connected with geotechnological cloth bag 5 colligations; The mode and the cloth bag that in geotechnique's cloth bag 5 adopts, turn over are spacingGroove 2 connects by steel hoop, and steel hoop is set in stopper slot 2; Geotechnique's cloth bag 5 sacks arrange lifting rope 8, and lifting rope 8 is auxiliaryGeotechnique's cloth bag 5 is sheathed on reinforcing body outside.
The vertical main muscle 9 of geotechnique's cloth bag 5 and reinforcing body welds after colligation with precast pile tip 1, will the immersed tube of Grouting Pipe 12 be installed11 set in pile top upper surface stopper slot 4, and the construction assembling that cloth bag expands crowded concrete support disk pile completes substantially.
High-pressure whirl jet frock is put and supported design stake position, set high-pressure rotary jet grouting pile to supporting course, Pile of High-pressure Spiral Jet footpath is1500mm, enters bearing stratum depth than the long 2000mm of support disk pile projected depth, forms soil cement flexible pile week 15, has setAfter, remove Construction of High Pressure Jet Grouting Pile device.
Precast pile tip 1 is aimed to the center of cement earth pile, vertically set to designed elevation, in pile driving process, auxiliary by lifting rope 8Help gradually geotechnological cloth bag 5 is set in to immersed tube 11 outer walls completely, and adopt the auxiliary vibrations of static pressure that geotechnological cloth bag 5 is pressed into soil cementIn stake 15.
After pile sinking completes, to the interior casting concrete of immersed tube 11, filling concrete enrich the interior slip casting of backward Grouting Pipe 12 and return pull out heavyPipe 11, pulls out on immersed tube 11 while squeezing cloth bag 6 to expansion, pulls out, and constantly rotate immersed tube 11 on stopping, and expands and squeezes cloth bag 6 simultaneously to branchHigh-pressure slip-casting, expands and extrudes branch; Return while pulling out immersed tube 11, in immersed tube 11, carry out aerial feed supplement in good time, guarantee that immersed tube 11 is interior mixedSolidifying native absolute altitude squeezes position 1000mm higher than expanding; After crowded cloth bag 6 high-pressure slip-castings of expansion complete, continue back to pull out immersed tube, until pull out completelyGo out, and immersed tube and Grouting Pipe are reclaimed, continue the construction of next pile.
Cloth bag expands crowded support disk pile except above-mentioned independent pouring construction, also can adopt concentrated pouring construction. While concentrating perfusion, pile sinkingAfter completing, to immersed tube 11 inner high voltage water fillings, on immersed tube 11, pull out while squeezing cloth bag 6 to expansion, expand and extrude by Grouting Pipe high pressure water injectionBranch, and guarantee that the interior water level elevation of immersed tube 11 squeezes position 1000mm higher than expanding; After immersed tube 11 is extracted completely, sustained water injection is straightTo the maximum of cloth bag capacity; After water filling completes, geotechnological cloth bag 5 is carried out to colligation, continue the construction of next pile; All piles is beatenIf, after water flooding construction completes, draw water successively by pile sinking order, rear unified concrete perfusion is drained in the water filling of all piles.
Fig. 3 is that cloth bag of the present invention expands the construction process schematic diagram that squeezes the independent perfusion of concrete support disk pile employing, shown in Fig. 3,Main construction procedure is as follows:
1) before construction, prepare: according to design drawing, process job site, draw construction outline line, measure pile body position, tissueConstruction material, machinery, personnel are in place;
2) set cement earth pile: in design stake position, carry out cement earth pile 15 construct according to code requirement, cement earth pile 15 is constructedThe degree of depth expands and squeezes the long 1000mm of concrete-pile compared with cloth bag; Cement earth pile 15 has been constructed stake machine has been moved to next position construction;
3) cloth bag expands crowded concrete pile body member connection: first high-pressure slip-casting pipe 12 is evenly arranged to immersed tube 11 lateral walls along hoopOn; Again by vertical reinforcing body main muscle 9 and geotechnological cloth bag 5 respectively with the vertical main muscle connector 3 of reinforcing body and the soil of precast pile tip 1Work cloth bag connector 2 is connected firmly, and the immersed tube that finally immersed tube 11 that Grouting Pipe 12 is installed is inserted to precast pile tip 1 is spacing recessedGroove 4;
4) press down immersed tube: adopt vibratory equipment or static pressure equipment or ram heavy equipment by heavy the immersed tube 11 connecting with precast pile tip 1To the projected depth in cement earth pile 15, sink to and in process, should keep immersed tube 11 to be connected closely with pile top 1 and without acceptance of persons vertical;
5) build the stake of strength core: immersed tube 11 sinks down into after designed elevation, according to detail design requirement, inwardly in immersed tube 11, build heightReinforced concrete or high-strength mortar, form concrete stiff-core;
6) on, pull out immersed tube high-pressure slip-casting: immersed tube 11 inner concrete perfusions start to pull out after enriching in the interior slip casting of Grouting Pipe 12 alsoImmersed tube 11, pushes a side soil cement jointly by grouting serous fluid and concrete, forms geotechnological cloth bag mud jacking body, and in good time to immersed tubeIn 11, carry out aerial feed supplement;
7) branch expands crowded cloth bag mud jacking: on Grouting Pipe grout outlet 13, pull out while expanding crowded cloth bag 6 place to branch, pull out, no on stoppingDisconnected rotation immersed tube 11 squeezes cloth bag 6 high-pressure slip-castings to branch expansion simultaneously, expands and extrudes horizontal branch, forms branch and expands crowded cloth bag mud jackingBody 16;
8) next pile body construction: after immersed tube is extracted completely, moving construction machinery, to next position, carries out the construction of next pile.

Claims (1)

1. a cloth bag expands the construction method of squeezing concrete support disk pile, it is characterized in that, bottom support disk pile pile body, connect precast pile tip, pile body from inside to outside expands crowded cloth bag mud jacking body, the crowded cloth bag of branch expansion and cement earth pile by concrete stiff-core, reinforcing body, geotechnological cloth bag mud jacking body, geotechnological cloth bag, branch and forms; Geotechnique's cloth bag bag body spaced set branch expands squeezes cloth bag; Geotechnique's cloth bag mud jacking body is by forming to geotechnological cloth bag high-pressure slip-casting, and branch expansion is squeezed cloth bag mud jacking body and squeezed the formation of cloth bag high-pressure slip-casting by expanding to branch; Reinforcing body is made up of vertical main muscle and ring-shaped stirrup; Precast pile tip end face ecto-entad is provided with geotextiles bag connector, the vertical main muscle connector of reinforcing body successively, and the limited impression of immersed tube;
The main construction procedure that described cloth bag expands crowded concrete support disk pile is as follows:
1) before construction, prepare: according to design drawing, process job site, draw construction outline line, measure pile body position, organizing construction's material, machinery, personnel are in place;
2) set cement earth pile: in design stake position, carry out cement earth pile construction according to code requirement, cement earth pile construction depth expands and squeezes the long 1000mm ~ 1500mm of concrete-pile compared with cloth bag; Cement earth pile has been constructed stake machine has been moved to next position construction;
3) cloth bag expands crowded concrete pile body member connection: first high-pressure slip-casting pipe is evenly arranged on immersed tube lateral wall along hoop; Again vertical reinforcing body main muscle and geotechnological cloth bag are connected firmly with the vertical main muscle connector of reinforcing body, the geotextiles bag connector of precast pile tip respectively, finally the immersed tube that Grouting Pipe is installed are inserted to the immersed tube limited impression of precast pile tip;
4) press down immersed tube: adopt vibratory equipment or static pressure equipment or ram heavy equipment the immersed tube connecting with precast pile tip is sink to the projected depth in cement earth pile, sink to and in process, should keep immersed tube to be connected closely with pile top and without acceptance of persons vertical;
5) build the stake of strength core: immersed tube sinks down into after designed elevation, according to detail design requirement, inwardly in immersed tube, build high-strength concrete or high-strength mortar, form concrete stiff-core;
6) on, pull out immersed tube high-pressure slip-casting: after the perfusion of immersed tube inner concrete is enriched, start to slip casting in Grouting Pipe and on pull out immersed tube, jointly push a side soil cement by grouting serous fluid and concrete, form geotechnological cloth bag mud jacking body, and in immersed tube, carry out aerial feed supplement in good time;
7) branch expands crowded cloth bag mud jacking: on Grouting Pipe grout outlet, pull out while expanding crowded cloth bag place to branch, pull out, and constantly rotate immersed tube on stopping, expanding crowded cloth bag high-pressure slip-casting simultaneously to branch, expand and extrude horizontal branch, formation branch expands squeezes cloth bag mud jacking body;
8) next pile body construction: after immersed tube is extracted completely, moving construction machinery, to next position, carries out the construction of next pile.
CN201310664354.1A 2013-12-09 2013-12-09 A kind of cloth bag expands the construction method of squeezing concrete support disk pile Active CN103711122B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201310664354.1A CN103711122B (en) 2013-12-09 2013-12-09 A kind of cloth bag expands the construction method of squeezing concrete support disk pile

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201310664354.1A CN103711122B (en) 2013-12-09 2013-12-09 A kind of cloth bag expands the construction method of squeezing concrete support disk pile

Publications (2)

Publication Number Publication Date
CN103711122A CN103711122A (en) 2014-04-09
CN103711122B true CN103711122B (en) 2016-05-04

Family

ID=50404442

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201310664354.1A Active CN103711122B (en) 2013-12-09 2013-12-09 A kind of cloth bag expands the construction method of squeezing concrete support disk pile

Country Status (1)

Country Link
CN (1) CN103711122B (en)

Families Citing this family (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104005404B (en) * 2014-05-16 2016-01-13 德州市公路工程总公司 A kind of pile for prestressed pipe of outsourcing active material pile body and construction method
CN104141304B (en) * 2014-08-06 2016-02-24 冠鲁建设股份有限公司 The construction method of a kind of extrusion molding preformed pile stiff-core cement soil Y shape stake
CN104234045B (en) * 2014-09-01 2016-01-06 安徽省交通建设有限责任公司 A kind of vibration sinking tube siccative pours into the construction method of special-shaped bag pile
CN104652408B (en) * 2015-02-13 2016-04-13 福建省建专岩土工程有限公司 The stake of bar shaped sand pocket and construction method thereof
CN105155517B (en) * 2015-09-18 2018-01-16 杭州江润科技有限公司 Drilling extruding pressure-bearing type bellows branch pile construction method
CN105544508A (en) * 2015-12-02 2016-05-04 广西大学 Cast-in-place pile applicable to karst region having communicating channels
CN105544512A (en) * 2015-12-21 2016-05-04 河海大学 Reinforced sack grouting stone-breaking pile with heat transferring tube buried therein and construction method
CN109930595B (en) * 2019-03-08 2020-11-27 安徽省公路桥梁工程有限公司 Vibration immersed tube light active material pile and construction method
CN112431184A (en) * 2020-11-10 2021-03-02 陕西省建筑科学研究院有限公司 Device and method for embedding and installing soil pressure cell through drilling and grouting

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH05125726A (en) * 1991-11-05 1993-05-21 Jiototsupu:Kk Construction of pile with drain layer
JP2001107357A (en) * 1999-10-07 2001-04-17 Traverse:Kk Ribbed reinforced concrete pile
CN100582380C (en) * 2007-09-10 2010-01-20 铁道第四勘察设计院 Cloth bag grouting pile-forming method
CN201411687Y (en) * 2009-02-25 2010-02-24 河海大学 Corrugated plastic sleeve pipe granule grouting pile with hole
CN102587358B (en) * 2012-03-27 2014-04-16 河海大学 Construction technology of high polymer material post-grouting squeezed cast-in-place pile
CN103114578B (en) * 2013-02-06 2015-07-01 上海市建工设计研究院有限公司 Grouting molding pedestal pile and construction method thereof and pedestal expanding device
CN203594027U (en) * 2013-12-09 2014-05-14 杭州江润科技有限公司 Cloth bag squeezed concrete branch pile

Also Published As

Publication number Publication date
CN103711122A (en) 2014-04-09

Similar Documents

Publication Publication Date Title
CN103711122B (en) A kind of cloth bag expands the construction method of squeezing concrete support disk pile
CN103184734B (en) A kind of construction method implanting slip casting compound pile
CN103526770B (en) A kind of construction method of high antiseepage anti-floating pile raft structure
CN103074891B (en) Double-layer plastic sleeve bulk material and concrete stiffness core composite pile and construction method thereof
CN104131555B (en) A kind of outsourcing water penetration concrete reinforced pipe crushed stone grouting pile and construction method thereof
CN104131556B (en) The construction method of the mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer
CN103835284A (en) Karst area drilling cast-in-place pile structure and construction method
CN103510511B (en) Top-reinforced cast-in-place concrete thin-wall pipe pile and construction method
CN104328782A (en) Expansive pouring device and method for governing railway roadbed sedimentation and deformation
CN203924036U (en) A kind of pile for prestressed pipe of outsourcing active material pile body
CN102605773B (en) Construction method of slip-casting expanded-base cast-in-situ bored pile and extruding-extending device thereof
CN104005404A (en) Prestressed pipe pile coated with active material pile body and construction method
CN103437348A (en) Construction device and method of pile peripheral cemented soil cast-in-place stiffness core pile
CN103114578B (en) Grouting molding pedestal pile and construction method thereof and pedestal expanding device
CN104762956A (en) Method for forming novel pile based on construction waste recycled aggregate
CN103061328B (en) Post-grouting gravel pile with sand wall wing plates and construction method
CN203213101U (en) Embedding grouting combined pile
CN204000851U (en) The stake of a kind of outsourcing water permeability concrete reinforced pipe gravel slip-casting
CN203594027U (en) Cloth bag squeezed concrete branch pile
CN203066056U (en) Post-grouting gravel pile with sand wall wing plates, and special immersed pipe for post-grouting gravel pile
CN104141304B (en) The construction method of a kind of extrusion molding preformed pile stiff-core cement soil Y shape stake
CN203594041U (en) Piled raft structure with good resistance to seepage and buoyancy
CN205348154U (en) Positioning orientation slip casting resistance to plucking bears precast pile
CN202280054U (en) Foundation with multiple enlarged ends of power transmission line iron tower
CN202543908U (en) Extruding and enlarging device of slip casting enlarged cast-in-situ bored pile

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
ASS Succession or assignment of patent right

Owner name: DEZHOU HIGHWAY ENGINEERING CORPORATION

Free format text: FORMER OWNER: HANGZHOU JIANGRUN TECHNOLOGY CO., LTD.

Effective date: 20150624

C41 Transfer of patent application or patent right or utility model
C53 Correction of patent for invention or patent application
CB03 Change of inventor or designer information

Inventor after: Zhang Xiaobo

Inventor after: Qin Jian

Inventor after: Ji Yanxin

Inventor after: Si Jia

Inventor after: Zhu Minzhi

Inventor before: Zhang Zengwei

COR Change of bibliographic data

Free format text: CORRECT: INVENTOR; FROM: ZHANG ZENGWEI TO: ZHANG XIAOBO QIN JIAN JI YANXIN SI JIA ZHU MINZHI

TA01 Transfer of patent application right

Effective date of registration: 20150624

Address after: 159 No. 253000 Shandong city in Dezhou Province Economic and Technological Development Zone Jinghua Road

Applicant after: DEZHOU ROAD ENGINEERING CORPORATION

Address before: Hangzhou City, Zhejiang province 310014 City Ring Road No. 63 sky - Wealth Center Office Room 405

Applicant before: Hangzhou Jiang Run Science and Technology Ltd.

C14 Grant of patent or utility model
GR01 Patent grant