CN103711122A - Cloth bag squeezing concrete branch pile and construction method - Google Patents

Cloth bag squeezing concrete branch pile and construction method Download PDF

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Publication number
CN103711122A
CN103711122A CN201310664354.1A CN201310664354A CN103711122A CN 103711122 A CN103711122 A CN 103711122A CN 201310664354 A CN201310664354 A CN 201310664354A CN 103711122 A CN103711122 A CN 103711122A
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pile
cloth bag
branch
immersed tube
concrete
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CN103711122B (en
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张增威
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DEZHOU ROAD ENGINEERING CORPORATION
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Hangzhou Jiangrun Technology Co Ltd
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Abstract

The invention relates to a cloth bag squeezing concrete branch pile. The bottom of a branch pile body is connected with a prefabricated pile point, the pile body is composed of a concrete stiffness core, a reinforced body, a geotechnical cloth bag slurry pressing body, a geotechnical cloth bag, a branch squeezing cloth bag slurry pressing body, branch squeezing cloth bags and a cement soil pile from the inside to the outside. The branch squeezing cloth bags are arranged on a geotechnical cloth bag body at intervals. The geotechnical cloth bag slurry pressing body is formed by injecting slurry into the geotechnical cloth bag in a high-pressure mode, and the branch squeezing cloth bag slurry pressing body is formed by injecting slurry into branch squeezing cloth in a high-pressure mode. The reinforced body is composed of a vertical main rib and an annular hoop rib. A geotechnical cloth bag connecting body, a reinforced body vertical main rib connecting body and a limit groove of an immersed tube are sequentially arranged on the top face of the prefabricated pile point from the outside to the inside. By means of the pile, rigid and flexible compound pile effects are achieved, damage of a soil squeezing effect on concrete and mortar which are not initially set is reduced, and pile quality is guaranteed. In addition, common loading performance of flexible piles and rigid piles is improved by means of the branch pile.

Description

A kind of cloth bag expands crowded concrete support disk pile and construction method
Technical field
The present invention relates to a kind of support disk pile, particularly a kind of crowded concrete support disk pile of cloth bag expansion that expands crowded branch and there is flexible pile week that forms by geotechnological cloth bag high-pressure slip-casting.Belong to ground process field, be applicable to the foundation treatment engineering that structure foundation requirement for bearing capacity is higher.
Background technology
China region is wide, complex geologic conditions, and soft foundation is widely distributed and classification is complicated, and 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 compared with high, compressibilty is large, intensity is low, the coefficient of consolidation is little and soil layer layered arrangement is complicated, while building the engineerings such as intensive railway, highway, municipal administration and water conservancy on this type of ground, must carry out necessary consolidation process, increase the stability of ground and reduce settlement after construction.At present, soft ground treatment 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 reaches the engineering effort that bearing capacity of foundation soil significantly promotes.
In the composite foundation with piles in inhomogeneous strata of China's application, pile body type has cement mixing pile, tube-sinking cast-in-situ pile conventionally, and concrete precast pile etc., and the Novel pile developing from these foundation pile types squeeze support disk pile etc. such as TC stake, expansion.In these conventional pile foundations, adopt concrete precast pile to have the shortcomings such as place noise pollution is large, soil compaction effect is comparatively obvious; Adopt cement mixing pile to have that bearing capacity of single pile is low, construction quality is difficult to the shortcomings such as control; Adopt expansion to squeeze support disk pile and have the shortcomings such as cost is high, construction technology is large; Adopt tube-sinking cast-in-situ 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, strength core stake (precast concrete pile, shaped steel etc.) is pressed in cement earth pile, after cement-soil solidifies, reaches the object that core stake and cement earth pile bear upper load jointly.In addition, also can adopt tube-sinking cast-in-situ pile to set the stake of strength core.But all can have soil compaction effect in various degree, pile quality is undesirable; The expansion of immersed tube is squeezed also can cause the damage of side friction, occurs Lack of support.
In sum, though existing stake type and pile body form of construction work can obtain comparatively desirable Foundation Treatment Effect under suitable conditions of project natural environment, remain and can improve part.Given this, need badly at present and invent a kind of composite foundation with piles in inhomogeneous strata that quality of pile is reliable, supporting capacity is high, economic benefit is good that is constructed into.Adopt cloth bag to expand crowded concrete support disk pile and can significantly promote the common load-carrying properties of composite pile and the pile quality of internal rigid stake, better bring into play the effect of hard and soft compound pile, and there is certain economic technology benefit.
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 castinplace pile, combines expansion and squeezes the Novel pile type that the characteristic of support disk pile and bag pile develops.By immersed tube overcoat, prop up dish-type cloth bag, utilize high-pressure slip-casting to expand and be extruded into branch, and combine with cement earth pile, bring 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, 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 expands squeezes cloth bag mud jacking body by forming to the crowded cloth high-pressure slip-casting of branch expansion; Reinforcing body is comprised 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.
Described precast pile tip is circular platform type steel concrete pile top, the diameter of immersed tube limited impression and immersed tube equal diameters; The vertical main muscle connector of reinforcing body adopts pre-buried steel loop or reinforcing bar.
Described geotechnological cloth bag is the circular pocket that adopts polyester long fiber composites, polypropylene, polypropylene fibre or terylene or other filament of synthetic fibre to make.
Described branch expands that to squeeze cloth bag material identical with geotechnological cloth bag, at itself and geotechnological cloth bag junction, spacing branch is all set, and steel sheet is prefabricated forms in described spacing branch employing, and its cross section is " ┌ " shape, and diameter is identical with geotechnological cloth bag, is connected with geotechnological cloth bag colligation.
Described reinforcing body expands crowded cloth bag corresponding position in branch and is provided with evagination reinforcement reinforcement, reinforcement reinforcement is ") " shape, the radial width of its enclosed space is less than precast pile tip diameter, adopts to be welded to connect or colligation is connected between reinforcement reinforcement and the vertical main muscle of reinforcing body.
Described cement earth pile adopts the compound pile of cement mixing pile, high-pressure rotary jet grouting pile or cement mixing pile and high-pressure rotary jet grouting pile.
The present invention also provides above-mentioned cloth bag to expand the construction method of squeezing concrete support disk pile, and its main construction sequence 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, according to code requirement, carry out cement earth pile construction, 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: the immersed tube limited impression that first immersed tube is inserted to precast pile tip, again the vertical main muscle of reinforcing body 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 high-pressure slip-casting pipe are evenly arranged on immersed tube lateral wall along hoop;
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 design elevation, according to working 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 immersed tube inner concrete, perfusion are enriched, beginning to slip casting in Grouting Pipe and on pull out immersed tube, by grouting serous fluid and concrete, a common extruding stake side cement-soil, 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.
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, for support disk pile provides flexible pile week, reduce branch and expand the expansion soil compaction pressure that squeezes cloth bag simultaneously.
(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, facilitate cloth bag to be inserted in immersed tube from immersed tube bottom simultaneously.
(3) the built-in mode of immersed tube has avoided the plastic sleeve concrete pile, support disk pile etc. of Classic immersed tube because immersed tube expands, to squeeze the damage that causes Skin friction.
(4) be longer than cloth bag and expand the cement-soil part of squeezing concrete support disk pile, under immersed tube sinks extruding, strengthened cloth bag and expanded the bearing stratum that squeezes concrete support disk pile, in soft clay area, can better bring into play its load-carrying properties, 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.
Accompanying drawing explanation
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 sectional drawing;
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 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-is steel loop fixedly, 15-cement earth pile, 16-branch expands squeezes cloth bag mud jacking body, 17-geotechnique cloth bag mud jacking body, 18-concrete stiff-core.
The specific embodiment
The piling technique requirement of cement mixing pile in present embodiment, welding procedure technical requirements, high-pressure slip-casting proportioning, immersed tube technical requirements etc. repeats no more, and emphasis is set forth the cloth bag the present invention relates to and is 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 sectional drawing, and Fig. 3 is the vertical main muscle of geotechnological cloth bag and reinforcing body and precast pile tip connection diagram.
With reference to the cloth bag described in Fig. 2, expand and squeeze 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.
With reference to the cloth bag shown in Fig. 1, expand and squeeze concrete branch pile structure, mainly by precast pile tip 1, geotechnological cloth bag 5, the crowded cloth bag 6 of branch expansion, the vertical main muscle 9 of reinforcing body, immersed tube 11, formed.
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 the existing requirement of standard, 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, and its dimensions should meet the requirement of current specifications, and Grouting Pipe 12 bottom evens are laid 4 slurry outlets 13, and aperture 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 ring and flank armor Plate, adopt the steel plate that strength grade is Q235 to be made, steel ring internal diameter is compared with the large 4mm of Grouting Pipe 12 external diameter, from be inserted in Grouting Pipe 12 one end, steel ring inwall and Grouting Pipe 12 outer walls are welded to connect, by flank steel plate and immersed tube 11 outer walls, be welded and fixed, in the time of fixedly, Grouting Pipe 12 bottoms and immersed tube 11 bottoms are at a distance of 100mm again.
Precast pile tip 1 is truncated cone-shaped steel concrete pile top, the high 600mm of precast pile tip, and profile is by high 100mm, diameter 500mm and high 150mm, two cylinders and the high 350mm of diameter 750mm, the round platform of upper base diameter 750mm, the diameter 150mm that goes to the bottom forms; Precast pile tip 1 end face is provided with immersed tube limited impression 4, and wherein, the central diameter of immersed tube limited impression 4 is identical with immersed tube 11, and the width of limited impression 4 is compared with the large 10mm of immersed tube pipe thickness, and groove depth 100mm, smears sliding agent in groove; Geotextiles 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 body adopts the steel that grade strength is Q345 to make, and diameter is 600mm, and wide 10mm is embedded in precast pile tip 1 upper surface, insert depth 30mm, overall height 80mm.
Reinforcing body is steel hoop cage, and vertical main muscle 9 adopts the screw-thread steel that strength grade is HRB335, and diameter is identical with the vertical main muscle connector 3 of reinforcing body, and stirrup arranges together every 2m, adopts the plain steel-bar that strength grade is HPB235; The vertical main muscle 9 of material of evagination reinforcement reinforcement 10 is identical, between the vertical main muscle 9 of evagination reinforcement reinforcement 10 and reinforcing body, adopts and is welded to connect; 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, bag body spaced set annular branch expands squeezes cloth bag 6, expanding crowded cloth bag 6 communicates with geotechnological cloth bag 5 inner spaces, spacing branch 7 adopts grade strengths, and to be that Q345 steel sheet is prefabricated form, diameter is identical with geotechnological cloth bag 5, and is connected with geotechnological cloth bag 5 colligations; The mode of turning in geotechnique's cloth bag 5 adopts is connected by steel hoop with cloth bag stopper slot 2, and steel hoop is set in stopper slot 2; Geotechnique's cloth bag 5 sacks arrange lifting rope 8, and the auxiliary geotechnological cloth bag 5 of lifting rope 8 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, and the immersed tube 11 that Grouting Pipe 12 is installed is 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 bearing stratum, Pile of High-pressure Spiral Jet footpath is 1500mm, enter bearing stratum depth than the long 2000mm of support disk pile projected depth, form cement-soil flexible pile week 15, after having set, remove Construction of High Pressure Jet Grouting Pile device.
The center of precast pile tip 1 being aimed to cement earth pile, vertically sets to design elevation, in pile driving process, by lifting rope 8 is auxiliary, gradually geotechnological cloth bag 5 is set in to immersed tube 11 outer walls completely, and adopts the auxiliary vibrations of static pressure that geotechnological cloth bag 5 is pressed in cement earth pile 15.
After pile sinking completes, to the interior concreting of immersed tube 11, filling concrete enriches the interior slip casting of backward Grouting Pipe 12 and returns and pull out immersed tube 11, on immersed tube 11, pull out while squeezing cloth bag 6 to expansion, on stopping, pulling out, and constantly rotate immersed tube 11, to branch, expand and squeeze cloth bag 6 high-pressure slip-castings simultaneously, expand and extrude 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 inner concrete absolute altitudes squeeze 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 extract completely, and immersed tube and Grouting Pipe are reclaimed, the construction of next pile continued.
Cloth bag expands crowded support disk pile except above-mentioned independent pouring construction, also can adopt concentrated pouring construction.While concentrating perfusion, after pile sinking completes, to immersed tube 11 inner high voltage water fillings, on immersed tube 11, pull out while squeezing cloth bag 6 to expansion, by Grouting Pipe high pressure water injection, expand and extrude branch, 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 until the maximum value of cloth bag capacity; After water filling completes, geotechnological cloth bag 5 is carried out to colligation, continue the construction of next pile; After all piles sets, water flooding construction completes, by pile sinking order, draw water successively, 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, and shown in Fig. 3, main construction sequence 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, according to code requirement, carry out cement earth pile 15 constructions, cement earth pile 15 construction depths expand and squeeze 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: the immersed tube limited impression 4 that first immersed tube 11 is inserted to precast pile tips 1, again the vertical main muscle 9 of reinforcing body and geotechnological cloth bag 5 are connected firmly with geotextiles bag connector 2 and the vertical main muscle connector 3 of reinforcing body of precast pile tip 1 respectively, finally high-pressure slip-casting pipe 12 are arranged on to desired location;
4) press down immersed tube: adopt vibratory equipment or static pressure equipment or ram heavy equipment the immersed tube 11 connecting with precast pile tip 1 is sink to 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 design elevation, according to working design requirement, inwardly in immersed tube 11, build high-strength concrete or high-strength mortar, form concrete stiff-core;
6) on, pull out immersed tube high-pressure slip-casting: after immersed tube 11 inner concrete perfusions are enriched, beginning is pulled out immersed tube 11 in the interior slip casting of Grouting Pipe 12 also, by grouting serous fluid and concrete, jointly push a side cement-soil, form geotechnological cloth bag mud jacking body, and in immersed tube 11, carry out aerial feed supplement in good time;
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, and constantly rotate immersed tube 11 on stopping, expanding crowded cloth bag 6 high-pressure slip-castings simultaneously to branch, expand and extrude horizontal branch, formation branch expands squeezes cloth bag mud jacking body 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 (7)

1. a cloth bag expands crowded 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 expands squeezes cloth bag mud jacking body by forming to the crowded cloth high-pressure slip-casting of branch expansion; Reinforcing body is comprised 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.
2. cloth bag according to claim 1 expands crowded concrete support disk pile, it is characterized in that described precast pile tip is circular platform type steel concrete pile top, the diameter of immersed tube limited impression and immersed tube equal diameters; The vertical main muscle connector of reinforcing body adopts pre-buried steel loop or reinforcing bar.
3. cloth bag according to claim 1 expands crowded concrete support disk pile, it is characterized in that described geotechnological cloth bag is the circular pocket that adopts polyester long fiber composites, polypropylene, polypropylene fibre or terylene to make.
4. cloth bag according to claim 1 expands crowded concrete support disk pile, it is characterized in that described branch expands crowded cloth bag material identical with geotechnological cloth bag, at itself and geotechnological cloth bag junction, spacing branch is all set, described spacing branch adopts that steel sheet is prefabricated to be formed, its cross section is " ┌ " shape, diameter is identical with geotechnological cloth bag, is connected with geotechnological cloth bag colligation.
5. cloth bag according to claim 1 expands crowded concrete support disk pile, it is characterized in that described reinforcing body expands crowded cloth bag corresponding position in branch and is provided with evagination reinforcement reinforcement, the radial width of reinforcement reinforcement enclosed space is less than precast pile tip diameter, adopts to be welded to connect or colligation is connected between reinforcement reinforcement and the vertical main muscle of reinforcing body.
6. cloth bag according to claim 1 expands crowded concrete support disk pile, it is characterized in that described cement earth pile adopts the compound pile of cement mixing pile, high-pressure rotary jet grouting pile or cement mixing pile and high-pressure rotary jet grouting pile.
7. the described cloth bag of one of claim 1 ~ 6 expands the construction method of squeezing concrete support disk pile, it is characterized in that, main construction sequence 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, according to code requirement, carry out cement earth pile construction, 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: the immersed tube limited impression that first immersed tube is inserted to precast pile tip, again the vertical main muscle of reinforcing body 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 high-pressure slip-casting pipe are evenly arranged on immersed tube lateral wall along hoop;
(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 design elevation, according to working 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, beginning to slip casting in Grouting Pipe and on pull out immersed tube, by grouting serous fluid and concrete, jointly push a side cement-soil, 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)

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CN104005404A (en) * 2014-05-16 2014-08-27 杭州江润科技有限公司 Prestressed pipe pile coated with active material pile body and construction method
CN104141304A (en) * 2014-08-06 2014-11-12 冠鲁建设股份有限公司 Extrusion formed precast pile stiffness core and cement soil combined Y-shaped pile and construction method thereof
CN104234045A (en) * 2014-09-01 2014-12-24 安徽省交通建设有限责任公司 Vibrating immersed tube dry material perfusion special-shaped woven bag pile and construction method
CN104652408A (en) * 2015-02-13 2015-05-27 福建省建专岩土工程有限公司 Strip-shaped sand bag pile and construction method thereof
CN105155517A (en) * 2015-09-18 2015-12-16 杭州江润科技有限公司 Drilling extrusion bearing type capsular 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
CN109930595A (en) * 2019-03-08 2019-06-25 安徽省公路桥梁工程有限公司 Vibration sinking tube lightweight active material stake 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

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CN103114578A (en) * 2013-02-06 2013-05-22 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
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