CN203594027U - Cloth bag squeezed concrete branch pile - Google Patents
Cloth bag squeezed concrete branch pile Download PDFInfo
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- CN203594027U CN203594027U CN201320806711.9U CN201320806711U CN203594027U CN 203594027 U CN203594027 U CN 203594027U CN 201320806711 U CN201320806711 U CN 201320806711U CN 203594027 U CN203594027 U CN 203594027U
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- 239000004744 fabric Substances 0.000 title claims abstract description 128
- 239000004567 concrete Substances 0.000 title claims abstract description 55
- 230000002787 reinforcement Effects 0.000 claims abstract description 20
- 239000002131 composite material Substances 0.000 claims abstract description 8
- 239000004568 cement Substances 0.000 claims description 31
- 230000003014 reinforcing effect Effects 0.000 claims description 31
- 210000003205 muscle Anatomy 0.000 claims description 26
- 229910000831 Steel Inorganic materials 0.000 claims description 24
- 239000010959 steel Substances 0.000 claims description 24
- 238000007569 slipcasting Methods 0.000 claims description 18
- 239000004746 geotextile Substances 0.000 claims description 6
- 239000000835 fiber Substances 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 5
- 239000004743 Polypropylene Substances 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- -1 polypropylene Polymers 0.000 claims description 4
- 229920001155 polypropylene Polymers 0.000 claims description 4
- 150000001875 compounds Chemical class 0.000 claims description 3
- 229920000728 polyester Polymers 0.000 claims description 3
- 229920004933 Terylene® Polymers 0.000 claims description 2
- 239000005020 polyethylene terephthalate Substances 0.000 claims description 2
- 239000002689 soil Substances 0.000 abstract description 13
- 230000000694 effects Effects 0.000 abstract description 7
- 230000006378 damage Effects 0.000 abstract description 4
- 239000004570 mortar (masonry) Substances 0.000 abstract description 4
- 238000010276 construction Methods 0.000 description 35
- 238000000034 method Methods 0.000 description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 9
- 230000010412 perfusion Effects 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 238000005056 compaction Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 239000006052 feed supplement Substances 0.000 description 3
- 238000011065 in-situ storage Methods 0.000 description 3
- 230000003068 static effect Effects 0.000 description 3
- 238000007596 consolidation process Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 239000011372 high-strength concrete Substances 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 210000004911 serous fluid Anatomy 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 229910000746 Structural steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
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- 239000011178 precast concrete Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
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- 229920002994 synthetic fiber Polymers 0.000 description 1
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Abstract
The utility model relates to a cloth bag squeezed concrete branch pile. The cloth bag squeezed concrete branch pile is characterized in that the bottom of the pile body of the branch pile is connected with a precast pile tip, and the pile body is composed of a concrete stiffness core, a reinforced body, a geotechnical cloth bag grouted body, a geotechnical cloth bag, branch squeezed cloth bag grouted bodies, branch squeezed cloth bags and a soil pile from inside to outside; the body of the geotechnical cloth bag is provided with the branch squeezed cloth bags at equal intervals; the geotechnical cloth bag grouted body is formed by carrying out high-pressure grouting on the geotechnical cloth bag, and the branch squeezed cloth bag grouted bodies are formed by carrying out high-pressure grouting on the branch squeezed cloth bags; the reinforced body is formed by vertical main reinforcements and annular stirrups; a geotechnical cloth bag connecting body, a reinforced body vertical main reinforcement connecting body and a limiting groove of an immersed tube are arranged on the top surface of the precast pile tip in sequence. The cloth bag squeezed concrete branch pile has the effect of a rigid-flexible composite pile, reduces damages caused by the squeezing effect to concrete and mortar which have not been initially solidified yet, guarantees pile-forming quality and improves the common bearing performance of a flexible pile and a rigid pile.
Description
Technical field
The utility model 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 have 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 distribution complexity, build the engineerings such as intensive railway, highway, municipal administration and water conservancy on this type of ground time, 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, concrete precast pile etc., and the Novel pile developing from these foundation pile types, and support disk pile etc. is squeezed in 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, strength core stake (precast concrete pile, shaped steel etc.) is pressed in cement earth pile with pile compacting equipment, after cement-soil solidifies, the object that reaches core stake and cement earth pile and jointly bear upper load.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 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 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 purpose of this utility model is to provide a kind of cloth bag to expand and squeezes concrete support disk pile, and 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.Prop up dish-type cloth bag by immersed tube overcoat, 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 utility model 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 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.
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, and reinforcement reinforcement is
shape, the radial width of its enclosed 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 colligation is connected.
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.
Above-mentioned cloth bag expands 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, 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: the immersed tube limited impression that first immersed tube is inserted to precast pile tip, 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 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, start 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 utlity model 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 for support disk pile provides flexible pile week, reduce branch and expand 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, facilitate cloth bag to be inserted in immersed tube from immersed tube bottom simultaneously.
(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 the damage that causes Skin friction because immersed tube expands.
(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, 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.
Accompanying drawing explanation
Fig. 1 is that the utility model cloth bag 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 the utility model cloth bag 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-fixes steel loop, 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 the cloth bag that emphasis elaboration the utility model relates to expands the embodiment that squeezes concrete branch pile.
Fig. 1 the utility model cloth bag 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.
Expand and squeeze concrete support disk pile with reference to the cloth bag described in Fig. 2, 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.
Expand and squeeze concrete branch pile structure with reference to the cloth bag shown in Fig. 1, mainly formed 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.
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, be welded and fixed by flank steel plate and immersed tube 11 outer walls, when fixing, Grouting Pipe 12 bottoms and immersed tube 11 bottoms are at a distance of 100mm again.
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 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 strength to be that Q345 steel sheet is prefabricated and forms, 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.
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, expand and squeeze cloth bag 6 high-pressure slip-castings to branch 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, expand and extrude branch by Grouting Pipe high pressure water injection, 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, draw water successively by pile sinking order, rear unified concrete perfusion is drained in the water filling of all piles.
Fig. 3 is that the utility model cloth bag 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, carry out cement earth pile 15 construct according to code requirement, 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 tip 1, again vertical reinforcing body main muscle 9 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, start to pull out immersed tube 11 in the interior slip casting of Grouting Pipe 12 also, jointly push a side cement-soil by grouting serous fluid and concrete, 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 (6)
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 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.
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, between the vertical main muscle of reinforcement reinforcement and reinforcing body, adopts and is welded to connect or colligation is connected.
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.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320806711.9U CN203594027U (en) | 2013-12-09 | 2013-12-09 | Cloth bag squeezed concrete branch pile |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201320806711.9U CN203594027U (en) | 2013-12-09 | 2013-12-09 | Cloth bag squeezed concrete branch pile |
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| CN203594027U true CN203594027U (en) | 2014-05-14 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103711122A (en) * | 2013-12-09 | 2014-04-09 | 杭州江润科技有限公司 | Cloth bag squeezing concrete branch pile and construction method |
| CN111535312A (en) * | 2020-05-19 | 2020-08-14 | 中国有色金属工业昆明勘察设计研究院有限公司 | Grouting valve at bottom of cast-in-place pile for geotechnical engineering construction |
-
2013
- 2013-12-09 CN CN201320806711.9U patent/CN203594027U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103711122A (en) * | 2013-12-09 | 2014-04-09 | 杭州江润科技有限公司 | Cloth bag squeezing concrete branch pile and construction method |
| CN111535312A (en) * | 2020-05-19 | 2020-08-14 | 中国有色金属工业昆明勘察设计研究院有限公司 | Grouting valve at bottom of cast-in-place pile for geotechnical engineering construction |
| CN111535312B (en) * | 2020-05-19 | 2021-03-30 | 中国有色金属工业昆明勘察设计研究院有限公司 | Grouting valve at bottom of cast-in-place pile for geotechnical engineering construction |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| 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 |
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| C41 | Transfer of patent application or patent right or utility model | ||
| C53 | Correction of patent of 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 Zhimin Inventor before: Zhang Zengwei |
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| COR | Change of bibliographic data |
Free format text: CORRECT: INVENTOR; FROM: ZHANG ZENGWEI TO: ZHANG XIAOBO QIN JIAN JI YANXIN SI JIA ZHU ZHIMIN |
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| TR01 | Transfer of patent right |
Effective date of registration: 20150624 Address after: 159 No. 253000 Shandong city in Dezhou Province Economic and Technological Development Zone Jinghua Road Patentee after: DEZHOU ROAD ENGINEERING Corp. Address before: Hangzhou City, Zhejiang province 310014 City Ring Road No. 63 sky - Wealth Center Office Room 405 Patentee before: HANGZHOU JIANGRUN TECHNOLOGY Ltd. |
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| CU03 | Publication of corrected utility model |
Correction item: Inventor Correct: Zhang Xiaobo|Qin Jian|Ji Yanxin|Si Jia|Zhu Minzhi False: Zhang Xiaobo|Qin Jian|Ji Yanxin|Si Jia|Zhu Zhimin Number: 28 Volume: 31 |
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| ERR | Gazette correction | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20140514 |