CN105464105B - One kind is without friction pile pile making method - Google Patents
One kind is without friction pile pile making method Download PDFInfo
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- CN105464105B CN105464105B CN201511026328.1A CN201511026328A CN105464105B CN 105464105 B CN105464105 B CN 105464105B CN 201511026328 A CN201511026328 A CN 201511026328A CN 105464105 B CN105464105 B CN 105464105B
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- pile
- shrouding
- prefabricated
- base expanding
- floor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to one kind without friction pile into pilework and pile making method,Including prefabricated pile,The bottom of prefabricated pile is provided with pile foundation base expanding and base expanding,The bottom being connected with pile foundation base expanding and base expanding in prefabricated pile is provided with shrouding,Diameter of the lower edge of shrouding with diameter greater than prefabricated pile,Injected hole is machined with the middle part of the shrouding,In prefabricated pile outer wall along being radially arranged floor,The floor is uniformly distributed on the wall of prefabricated pile side and bottom is connected with shrouding,The periphery of prefabricated pile is provided with mud lubrication sheath,The present invention expands a floor space,Greatly improve the bottom bearing of pile foundation,Floor can both support hole wall,Avoid collapse hole,Again for the perfusion of mud provides passage,Enable prefabricated pile tightr with what mud lubrication sheath was combined,Form integrative-structure,On the one hand seamless connection between stake and borehole sidewall is realized by mud lubrication sheath,On the other hand lubrication is played,Reduce the frictional force of stake side,The construction technology of pile foundation of the invention is simple,Clear mechanism,Cost is relatively low,With good promotion prospect.
Description
Technical field
The invention belongs to pile foundation base expanding and base expanding field of engineering technology, and in particular to a kind of to periphery soil layer and adjacent to structure of the subway shadow
Sound is smaller, it is adaptable to the superstructure of the built structure of the subway adjacent domain in city construction without friction pile into pilework and pile side
Method.
Background technology
With the utilization and the development of underground rail engineering of urban underground space, increasing superstructure foundation construction
Built subway tunnel can be related to.When above-ground structures is built on top along subway, particularly high-level structure when, on the ground tie
The Construction of Deep Foundation of structure is inevasible to produce influence to built structure of the subway.Urban subway tunnel has structure safety requirements
The features such as high, track descent precision control high, the big degree of social concern and wide coverage.Built along subway or on subway
Works (overpass, high-level structure etc.) spacing of the pile foundation often with subway tunnel it is very small.And city stratum is general
It is clay stratum, Loess Layer, silly stratum or sand-pebble layer.The pile foundation constructed in such stratum, if in basement rock
Or in the case that hard thick topsoil reinforced is larger, its bearing capacity is general based on pile side friction, and supplemented by bottom bearing.Pile foundation
The trend to bottom offset can be produced in the presence of superstructure load, and the direction of frictional resistance is upward.Frictional resistance can be to causing
The stresses re-distribution of surrounding formations, and then certain influence is produced on subway tunnel structure.Therefore, in Urban Underground foundation construction
Is down to side-friction force in controlled range based on bottom bearing by invention one kind, by pile foundation to the shadow of underground built structure thing
Sound minimize, pile foundation and its construction method seem increasingly important.
At present, pile foundation is broadly divided into two classes, i.e. pile sinking (prefabricated pile) and bored concrete pile by construction method.Pile sinking is by work
In factory prefabricated pile body (reinforced concrete pile, Section-steel Piles or steel-pipe pile) pass through squeeze into, static(al) be pressed into or vibration-sunk side
Formula, the then construction method of pile.The construction quality of prefabricated pile is preferable, but predominantly Squeezing Soil Pile or part Squeezing Soil Pile, to original
The destruction of soil layer construction is larger, while influence also can be produced on closing on underground structure.And bored concrete pile is broadly divided into two kinds, one kind
It is to bore (digging) hole pouring pile, another kind is driven cast-in-place pile.The characteristics of cast-in-situ bored pile is to generally require mud off to avoid collapsing
Hole, applicable soil layer type is wider, and the influence to original underground structure is smaller.Driven cast-in-place pile is using hammering or the side of vibration
Formula, the steel sleeve with armored concrete pile top or flapper-type pile top is squeezed into soil layer, and then hangs in steel reinforcement cage, pours coagulation
Soil.Driven cast-in-place pile can produce compacted effect when sleeve pipe squeezes into stratum to the periphery soil body, to surrounding formations or neighboringly lower knot
The influence of structure is larger.
The content of the invention
In order to overcome the shortcomings of existing for pile foundation in the prior art, the invention provides a kind of bottom bearing ability to bear
By force, lateral frictional resistance is small, design structure is simply without friction pile into pilework.
Meanwhile, present invention also offers it is a kind of it is above-mentioned without friction pile into pilework pile making method, its construction to shadow around
Smaller, the damage of soil body power of sound is small, construction is simple and process costs are relatively low.
The present invention realizes that the technical scheme that above-mentioned purpose is used is：
Include prefabricated pile into pilework without friction pile, the bottom of prefabricated pile is provided with pile foundation base expanding and base expanding, in prefabricated pile and stake
The bottom of base base expanding and base expanding connection is provided with shrouding, and the diameter of the lower edge with diameter greater than prefabricated pile of shrouding is machined with the middle part of the shrouding
Injected hole, in prefabricated pile outer wall along being radially arranged floor, the floor be uniformly distributed on the wall of prefabricated pile side and bottom with
Shrouding is connected, and the periphery of prefabricated pile is provided with mud lubrication sheath.
Above-mentioned mud lubrication sheath is by the ratio of mud by 0.8~1.2 sodium bentonite slurries are made.
The average wall thickness of above-mentioned mud lubrication sheath is 4~6cm.
Above-mentioned floor is that the ratio between 3~6, and the width of floor and the radius of prefabricated pile is 1:20~30.
The edge of above-mentioned shrouding and the inclination angle that bottom surface is in 30~60 °.
The above-mentioned pile making method without friction pile is comprised the steps of：
(1) using conventional drilling or the method pore-forming of borehole on ground；
(2) by the bottom of floor and seal plate welding, and shrouding is connected with the bottom of sleeve pipe, makes floor along in sleeve pipe
Wall is installed；
(3) by the hole of the sleeve pipe inserting step (1) with shrouding and floor, fixed sleeving top using splitting or is squeezed
Close grouting mode by lower section grout injection from the injected hole at shrouding center to sleeve pipe, the ratio of mud of cement mortar for 0.8~
1.2, foot of hole of the cement mortar below shrouding forms pile foundation base expanding and base expanding, and grouting pressure is 0.2~0.6MPa, health 7 after slip casting
~10 days；
(4) prefabricated prefabricated pile is inserted along internal surface of sleeve pipe after pile foundation base expanding and base expanding health well, sleeve pipe is extracted, in prefabricated pile
Irrigate bentonite slurry in space between hole wall, form mud lubrication sheath, the ratio of mud of bentonite slurry for 0.8~
1.2, after the completion of perfusion, health is formed without friction pile.
In the junction of above-mentioned steps (1) shrouding and sleeve pipe, rubber seal, the structure and shrouding of rubber seal are set
Edge match, the thickness of sealing ring is 0.5~1cm.
Of the invention is to be combined prefabricated pile into the pile foundation of elliposoidal with drill-pouring into pilework without friction pile, expands stake
Floor space, greatly improves the bottom bearing of pile foundation, recycles floor to support hole wall, avoid collapse hole, strengthens the structural strength of stake,
Simultaneously again for the perfusion of mud provides passage, enable more firm, the formation one that prefabricated pile is combined with mud lubrication sheath
On the one hand structure, the seamless connection between stake and borehole sidewall is realized by mud lubrication sheath, is on the other hand played lubrication and is made
With, reduce the frictional force of stake side, formed without friction pile, and also pile making method of the invention is by Completion of Drilling Hole, immersed tube pile
Mode, the influence to soil layer and existing structure is small, and pile structural strength is high, can particularly greatly improve pile foundation bottom bearing, fits
For the pile foundation construction on the built structure of the subway periphery in city, control is influenceed on built structure of the subway particularly under the conditions of small interval
The more strict pile foundation construction of system, additionally, the construction technology of pile foundation of the invention is simple, clear mechanism, cost is relatively low, has
Good promotion prospect.
Brief description of the drawings
Fig. 1 is pile making method flow chart.
Fig. 2 is embodiment 1 without friction pile pile structural representation.
Fig. 3 is the Section A-A figure of Fig. 2.
Fig. 4 is the partial enlarged drawing of I in Fig. 2.
Specific embodiment
Technical scheme is further described in conjunction with drawings and Examples.
Embodiment 1
Referring to Fig. 1, the present embodiment without friction pile pile making method is realized by following steps：
(1) it is long according to geological conditions, stake footpath and stake, using conventional bore mode pore-forming on ground；
(2) bottom of floor 2 is welded with shrouding 4, and shrouding 4 is connected firmly with the bottom of sleeve pipe, make floor 2 along
The inwall of sleeve pipe is installed；
(3) by the hole with shrouding 4 and the sleeve pipe inserting step (1) of floor 2, steel bushing thickness of pipe wall is 1cm, the top of sleeve pipe
Portion 0.8m above ground level, is fixed to cannula tip, using fracture grouting method by the injected hole at the center of shrouding 4 to sleeve pipe
Lower section grout injection, the ratio of mud of cement mortar is 1.0, and the foot of hole below shrouding 4 forms elliposoidal pile foundation base expanding and base expanding
5, bottom bearing is improved, grouting pressure is 0.4MPa, health 9 days after slip casting；
(4) prefabricated prefabricated pile 1 is inserted along internal surface of sleeve pipe after the health of pile foundation base expanding and base expanding 5 well, steel sleeve is extracted, pre-
Bentonite slurry is irrigated in space between stake processed 1 and hole wall, mud lubrication sheath 3 is formed, plays a part of lubrication, reduce stake
Side friction, the ratio of mud of bentonite slurry is 1, the bentonite selection preferable sodium bentonite of dilatancy, after the completion of perfusion, is supported
It is raw 10 days, formed without friction pile.
As shown in Figures 2 to 4, the top of ellipsoidal pile foundation base expanding and base expanding 5 is embedded in the structure without friction pile that the above method is molded
There is truncated cone-shaped shrouding 4, upper radius are 100cm, and lower radius are 102cm, and thickness is 4cm, in order to be ensure that in slip casting
Shrouding 4 is connected with bobbin seal, and the edge of the shrouding 4 is processed as into inclined side, angle of inclination be 45 °, the i.e. edge of shrouding 4 with
Bottom surface is in 45 ° of angle, and the base of correspondence sleeve pipe is also processed as 45 ° of hypotenuses coincideing therewith, is sealed further for guarantee,
The edge of edge sealing is cased with rubber seal 6 with the position of casing-contact, and the thickness of rubber seal 6 is 0.8cm.In shrouding 4
Center offers the injected hole of a diameter of 6cm, and cement mortar irrigates to form pile foundation base expanding and base expanding 5 by the injected hole, in shrouding 4
The position that edge is closed in upper surface is welded with 4 floors 2, and floor 2 is arranged along the radial direction of shrouding 4, and in same circumference
On be uniformly distributed, the width of floor 2 is 4cm, and prefabricated pile 1 is also equipped with the upper surface center of shrouding 4, prefabricated pile 1
Radius is 100cm, highly identical with hole depth in addition to pile crown, and the outer wall of prefabricated pile 1 is contacted with the inner side edge of floor 2, in prefabricated pile
1 periphery is provided with mud lubrication sheath 3, floor 2 is inlaid in the inner side of mud lubrication sheath 3, and mud lubrication sheath 3 is to fill out
In the gap filled between prefabricated pile 1 and hole wall, further reduce the coefficient of friction on the outside of stake, the mud lubrication sheath 3 it is flat
Equal wall thickness is 5cm, and integrative-structure is formed with floor 2, prefabricated pile 1 and pile foundation base expanding and base expanding 5, strengthens the structural strength of stake, improves it
Bottom bearing ability to bear.
Embodiment 2
The present embodiment without friction pile pile making method is realized by following steps：
(1) it is long according to geological conditions, stake footpath and stake, using conventional bore mode pore-forming on ground；
(2) bottom of floor 2 is welded with shrouding 4, and shrouding 4 is connected firmly with the bottom of sleeve pipe, make floor 2 along
The inwall of sleeve pipe is installed；
(3) by the hole with shrouding 4 and the sleeve pipe inserting step (1) of floor 2, steel bushing thickness of pipe wall is 1.1cm, sleeve pipe
Top 1m above ground level, is fixed to cannula tip, using compacted formula slip casting method by the injected hole at the center of shrouding 4 to sleeve pipe
Lower section grout injection, the ratio of mud of cement mortar is 1.2, and foot of hole of the cement mortar below shrouding 4 forms elliposoidal stake
Base base expanding and base expanding 5, grouting pressure is 0.6MPa, health 7 days after slip casting；
(4) prefabricated prefabricated pile 1 is inserted along internal surface of sleeve pipe after the health of pile foundation base expanding and base expanding 5 well, steel sleeve is extracted, in hole
Bentonite slurry is irrigated in space between wall and prefabricated pile 1, mud lubrication sheath 3 is formed, the ratio of mud of bentonite slurry is
1.2：1, bentonite is the preferable sodium bentonite of dilatancy, and after the completion of perfusion, health 10 days is formed without friction pile.
The structure without friction pile that the above method is molded is：Circular platform is embedded with the top of ellipsoidal pile foundation base expanding and base expanding 5
Shrouding 4, upper radius are 121cm, and lower radius are 122.5cm, and thickness is 5cm, in order to be ensure that in slip casting shrouding 4 with
Bobbin seal is connected, and the edge of the shrouding 4 is processed as into inclined side, and angle of inclination is 60 °, and the base of correspondence sleeve pipe is also processed as
60 ° of identical hypotenuses, further for ensureing to seal, rubber seal are cased with the position of the edge of edge sealing and casing-contact therewith
Circle 6, the thickness of rubber seal 6 is 1cm.The injected hole of a diameter of 8cm is offered in the center of shrouding 4, cement mortar leads to
Cross the injected hole to irrigate to form pile foundation base expanding and base expanding 5, the position for closing on edge in the upper surface of shrouding 4 is welded with 6 floors 2, floor 2
It is to be arranged along the radial direction of shrouding 4, and is uniformly distributed on same circumference, the width of floor 2 is 5cm, in the upper table of shrouding 4
Face center is also equipped with prefabricated pile 1, and the radius of prefabricated pile 1 is 100cm, highly identical with hole depth in addition to pile crown, prefabricated pile
1 outer wall is contacted with the inner side edge of floor 2, and the periphery of prefabricated pile 1 is provided with mud lubrication sheath 3, floor 2 is inlaid in mud
The inner side of slurry lubrication sheath 3, during mud lubrication sheath 3 is the gap being filled between prefabricated pile 1 and hole wall, further reduces stake
The coefficient of friction of outer wall, the average wall thickness of the mud lubrication sheath 3 is 6.1cm, with floor 2, prefabricated pile 1 and pile foundation base expanding and base expanding 5
Form integrative-structure.
Embodiment 3
The present embodiment without friction pile pile making method is realized by following steps：
(1) it is long according to geological conditions, stake footpath and stake, using conventional bore mode pore-forming on ground；
(2) bottom of floor 2 is welded with shrouding 4, and shrouding 4 is connected firmly with the bottom of sleeve pipe, make floor 2 along
The inwall of sleeve pipe is installed；
(3) by the hole with shrouding 4 and the sleeve pipe inserting step (1) of floor 2, steel bushing thickness of pipe wall is 0.9cm, sleeve pipe
Top 0.5m above ground level, is fixed to cannula tip, using fracture grouting mode by the injected hole at the center of shrouding 4 to set
The lower section grout injection of pipe, the ratio of mud of cement mortar is 0.8, in the elliposoidal pile foundation base expanding and base expanding 5 formed below of shrouding 4, slip casting pressure
Power is 0.2MPa, health 10 days after slip casting；
(4) prefabricated prefabricated pile 1 is inserted along internal surface of sleeve pipe after the health of pile foundation base expanding and base expanding 5 well, steel sleeve is extracted, in hole
Bentonite slurry is irrigated in space between wall and prefabricated pile 1, mud lubrication sheath 3 is formed, the ratio of mud of bentonite slurry is
1, bentonite is the preferable sodium bentonite of dilatancy, and after the completion of perfusion, health 10 days is formed without friction pile.
The structure without friction pile that the above method is molded is：Truncated cone-shaped is embedded with the top of ellipsoidal pile foundation base expanding and base expanding 5
Shrouding 4, upper radius are 79cm, and lower radius are 81.5cm, and thickness is 3cm, in order to ensure that shrouding 4 with set in slip casting
The seal of tube is connected, and the edge of the shrouding 4 is processed as into inclined side, and angle of inclination is 30 °, the base of correspondence sleeve pipe be also processed as with
30 ° of identical hypotenuses, further for ensureing to seal, rubber seal is cased with the position of the edge of edge sealing and casing-contact
6, the thickness of rubber seal 6 is 0.6cm.The injected hole of a diameter of 4cm is offered in the center of shrouding 4, cement mortar leads to
Cross the injected hole to irrigate to form pile foundation base expanding and base expanding 5, the position for closing on edge in the upper surface of shrouding 4 is welded with 3 floors 2, floor 2
It is to be arranged along the radial direction of shrouding 4, and is uniformly distributed on same circumference, the width of floor 2 is 3cm, in the upper table of shrouding 4
Face center is also equipped with prefabricated pile 1, and the radius of prefabricated pile 1 is 90cm, highly identical with hole depth in addition to pile crown, prefabricated pile 1
Outer wall contacted with the inner side edge of floor 2, the periphery of prefabricated pile 1 is provided with mud lubrication sheath 3, floor 2 is inlaid in mud
The inner side of slurry lubrication sheath 3, during mud lubrication sheath 3 is the gap being filled between prefabricated pile 1 and hole wall, further reduces stake
The coefficient of friction of outer wall, the average wall thickness of the mud lubrication sheath 3 is 3.9cm, with floor 2, prefabricated pile 1 and pile foundation base expanding and base expanding 5
Form integrative-structure.
The connected mode that is not described in detail in above-described embodiment, construction method belong to routine techniques, people in the art
Member would know that the present invention is not limited only to above-mentioned implementation method, in the zone of reasonableness of application claims, can be answered according to actual
With being adjusted.
Claims (2)
1. one kind is provided with pile foundation base expanding and base expanding (5), prefabricated pile (1) and pile foundation without friction pile pile making method in the bottom of prefabricated pile (1)
The bottom of base expanding and base expanding (5) connection is provided with shrouding (4), the diameter of the lower edge with diameter greater than prefabricated pile (1) of shrouding (4), shrouding (4)
Middle part is machined with injected hole, and, along floor (2) has been radially arranged, floor (2) is on the wall of prefabricated pile (1) side for prefabricated pile (1) outer wall
It is uniformly distributed and bottom is connected with shrouding (4), the periphery of prefabricated pile (1) is provided with mud lubrication sheath (3), it is characterised in that
Comprise the steps of：
(1) using conventional drilling or the method pore-forming of borehole on ground；
(2) bottom of floor (2) and shrouding (4) are welded, and shrouding (4) are connected with the bottom of sleeve pipe, make floor (2) along
The inwall of sleeve pipe is installed；
(3) will be with the hole of the sleeve pipe inserting step (1) of shrouding (4) and floor (2), fixed sleeving top, using splitting or
Compacting grouting mode passes through the injected hole at shrouding (4) center to the lower section grout injection of sleeve pipe, and the ratio of mud of cement mortar is 0.8
~1.2, foot of hole of the cement mortar below shrouding (4) forms pile foundation base expanding and base expanding (5), and grouting pressure is 0.2~0.6MPa, slip casting
Health 7~10 days afterwards；
(4) prefabricated prefabricated pile (1) is inserted along internal surface of sleeve pipe after pile foundation base expanding and base expanding (5) health well, sleeve pipe is extracted, prefabricated
Stake (1) irrigates bentonite slurry in the space and hole wall between, forms mud lubrication sheath (3), the ratio of mud of bentonite slurry
It is 0.8~1.2, after the completion of perfusion, health is formed without friction pile.
2. according to claim 1 without friction pile pile making method, it is characterised in that：In the shrouding (4) and sleeve pipe of step (2)
Junction rubber seal (6) is set, the structure of rubber seal (6) matches with the edge of shrouding (4), rubber seal
(6) thickness is 0.5~1cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201511026328.1A CN105464105B (en) | 2015-12-31 | 2015-12-31 | One kind is without friction pile pile making method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201511026328.1A CN105464105B (en) | 2015-12-31 | 2015-12-31 | One kind is without friction pile pile making method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105464105A CN105464105A (en) | 2016-04-06 |
| CN105464105B true CN105464105B (en) | 2017-06-06 |
Family
ID=55602224
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201511026328.1A Expired - Fee Related CN105464105B (en) | 2015-12-31 | 2015-12-31 | One kind is without friction pile pile making method |
Country Status (1)
| Country | Link |
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| CN (1) | CN105464105B (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804128B (en) * | 2016-04-29 | 2017-10-24 | 石家庄铁道大学 | A kind of pile pore-forming for soil-slope model test fills stake device |
| CN106013098B (en) * | 2016-07-14 | 2018-06-05 | 淮海工学院 | Miniature steel pipe pile and grouting strengthening method |
| CN107190762B (en) * | 2017-07-11 | 2023-05-16 | 中铁第四勘察设计院集团有限公司 | Pile foundation structure for reducing side friction resistance |
| CN110656642B (en) * | 2019-10-18 | 2021-05-04 | 西安科技大学 | Method for treating collapsible loess foundation by controllable pre-soaking |
| CN114922172B (en) * | 2022-07-01 | 2023-12-26 | 江苏东南特种技术工程有限公司 | Anchor rod pile device capable of eliminating negative frictional resistance of collapsible loess and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5096333A (en) * | 1990-04-27 | 1992-03-17 | Jeanne Bassett | Foundation repair method and apparatus |
| CN1341795A (en) * | 2001-10-18 | 2002-03-27 | 赵书平 | Variable supporting-plate club-footed embedded pile and its forming method |
| CN2756706Y (en) * | 2004-11-05 | 2006-02-08 | 宁波市机电工业研究设计院 | Pile bottom pust filling prestress pipe pile |
| CN201395791Y (en) * | 2009-04-27 | 2010-02-03 | 天津市建城地基基础工程有限公司 | PHC tubular pile for broaching and grouting in soft soil region |
| CN201581394U (en) * | 2009-11-03 | 2010-09-15 | 曹金鑫 | Large pile toe grout-injection precast pile |
| CN205276261U (en) * | 2015-12-31 | 2016-06-01 | 石家庄铁道大学 | Zero friction stake becomes pilework |
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2015
- 2015-12-31 CN CN201511026328.1A patent/CN105464105B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5096333A (en) * | 1990-04-27 | 1992-03-17 | Jeanne Bassett | Foundation repair method and apparatus |
| CN1341795A (en) * | 2001-10-18 | 2002-03-27 | 赵书平 | Variable supporting-plate club-footed embedded pile and its forming method |
| CN2756706Y (en) * | 2004-11-05 | 2006-02-08 | 宁波市机电工业研究设计院 | Pile bottom pust filling prestress pipe pile |
| CN201395791Y (en) * | 2009-04-27 | 2010-02-03 | 天津市建城地基基础工程有限公司 | PHC tubular pile for broaching and grouting in soft soil region |
| CN201581394U (en) * | 2009-11-03 | 2010-09-15 | 曹金鑫 | Large pile toe grout-injection precast pile |
| CN205276261U (en) * | 2015-12-31 | 2016-06-01 | 石家庄铁道大学 | Zero friction stake becomes pilework |
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| Publication number | Publication date |
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| CN105464105A (en) | 2016-04-06 |
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