CN106120706A - Foundation-reinforcing device and foundation reinforcement method - Google Patents

Foundation-reinforcing device and foundation reinforcement method Download PDF

Info

Publication number
CN106120706A
CN106120706A CN201610488648.7A CN201610488648A CN106120706A CN 106120706 A CN106120706 A CN 106120706A CN 201610488648 A CN201610488648 A CN 201610488648A CN 106120706 A CN106120706 A CN 106120706A
Authority
CN
China
Prior art keywords
hole
floral tube
slip casting
casting dish
sleeve pipe
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
CN201610488648.7A
Other languages
Chinese (zh)
Other versions
CN106120706B (en
Inventor
王小军
蒋勇
韩凯吉
王文笛
程庆
王柳笛
周晓宇
李毅杰
周贤木
毛志鹏
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Zhejiang University Ningbo Institute of Technology Asset Management Co., Ltd.
Original Assignee
Ningbo Polytechnic Institute Of Science And Technology Zhejiang University Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Ningbo Polytechnic Institute Of Science And Technology Zhejiang University Co Ltd filed Critical Ningbo Polytechnic Institute Of Science And Technology Zhejiang University Co Ltd
Priority to CN201610488648.7A priority Critical patent/CN106120706B/en
Publication of CN106120706A publication Critical patent/CN106120706A/en
Application granted granted Critical
Publication of CN106120706B publication Critical patent/CN106120706B/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12Consolidating by placing solidifying or pore-filling substances in the soil
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02Improving by compacting
    • E02D3/046Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22Piles
    • E02D5/34Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
    • E02D5/44Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile

Abstract

The invention discloses a kind of foundation-reinforcing device and reinforcement means, this device includes floral tube (1) and multiple slip casting dish (2);Floral tube (1) is provided with different layers much higher circle injected hole (5);The hole, location of different floor height it is additionally provided with on floral tube (1);Each slip casting dish (2) includes the disk body (7) of a hollow and many grouting pipe (8);All grouting pipe (8) is positioned at disk body (7) sidewall;Each disk body (7) is provided with for the positioning component with the location, hole, location on floral tube (1);It is critical only that of the method: after successively filling filler and tamping, put into slip casting dish (2), when being finally in the milk, serosity enters slip casting dish (2) through floral tube (1), entered into expanded hole (22) the periphery soil body by grouting pipe (8) again and form warty concrete (24), and the warty concrete (24) of different pile body is cross-linked with each other.Region between stake and stake can effectively be reinforced by these apparatus and method.

Description

Foundation-reinforcing device and foundation reinforcement method
Technical field
The present invention relates to settlement by soaking and the excessive soil body stiffening basic ground field of compression, be especially a kind of ground Bracing means and foundation reinforcement method.
Background technology
In the grounds such as loess and miscellaneous fill, silt, cohesive soil, generally there is settlement by soaking and the excessive danger of compression Evil, needs ground to carry out consolidation process to improve its foundation bearing capacity.Foundation stabilization many employings post hammer of prior art develops Mode, the most first drill through hole, basis, then in hole, insert partial filler, then be repeatedly lifted up falling again, post hammer by hole, basis Impact and expand, in expanded hole, be subsequently layered filler and continue by post hammer compacting, and then formation post hammer develops stake.But, on Although state post hammer to develop stake and improve the load-carrying properties of handled consolidated subsoil layer to a certain extent, but due to the density of pile body Equal much larger than institute soil mass consolidation with quality, so the stake soil body entirety after Jia Guing easily causes the most heavy of the subjacent bed soil body Fall.In order to avoid this sedimentation, it is thus proposed that, first at hole, hole, basis one micro-hole of subdrilling before post hammer develops, then arrangement of reinforcement is also Slip casing by pressure, to form a micro perfusion stake, develops bottom stake in order to support column hammer, it is to avoid post hammer develops stake and reinforced The subjacent bed soil body is caused new sedimentation by soil layer.
But, the mode of the foundation stabilization of prior art yet suffers from a greatest drawback: i.e. post hammer develops stake to the soil body The coverage of ground extruding effect is less, only in pile body scope, and yet suffers from the unguyed of weakness between stake and stake Process or the region of consolidation process insufficient strength.
Summary of the invention
The technical problem that the invention solves the problems that is to provide a kind of effectively can reinforce the region between stake and stake Foundation-reinforcing device.
One technical solution of the present invention is to provide a kind of foundation-reinforcing device, it include a vertical floral tube and Multiple slip casting dishes being slidably fitted on floral tube;
Floral tube top connects a guide post, and floral tube outer wall is provided with vertical guiding rib, and floral tube is provided with different floor height Multi-turn injected hole;The hole, location of different floor height it is additionally provided with on floral tube;
Disk body that each slip casting dish includes a hollow and the many grouting pipe connected with disk body cavity;Disk body is by top Plate, bottom end plate and annular sidewall are constituted, and whole grouting pipe are positioned on sidewall, headboard and bottom end plate are equipped with and wear for floral tube The centre bore crossed, centre bore is provided with the breach of accommodating guiding rib;
Each disk body is provided with at least two group positioning components, and often group positioning component includes a sleeve pipe, stage clip, an arc Shape baffle plate and a push rod positioning hole for inserting floral tube, sleeve pipe is hinged on the inside sidewalls of disk body, and the opening of sleeve pipe is positioned at The inner of non-articulated end, stage clip and push rod is respectively positioned in sleeve pipe, and stage clip two ends are fixed with sleeve pipe diapire and push rod the inner respectively;Arc Shape baffle plate is fixed on disk body bottom end plate, and curved baffle upper end is less than the pin joint of sleeve pipe, and push rod keeps off with arc under stage clip effect Plate pushes against;Sleeve pipe is provided with first collar, and first collar connects the first pull rope, and disk body headboard is provided with second collar and for the The cord hole that one pull rope passes, second collar connects the second pull rope.
Another technical problem that the invention solves the problems that is to provide and a kind of can effectively add the region between stake and stake Solid utilize the method that this foundation-reinforcing device carries out foundation stabilization.
One technical solution of the present invention is to provide a kind of side utilizing this foundation-reinforcing device to carry out foundation stabilization Method, its step includes:
A, one basic hole of subdrilling, then at hole, hole, basis one micro-hole of subdrilling, insert micro-hole and with thick by floral tube Sand tamps;
B, in hole, basis, insert partial filler, then post hammer is inserted in guide post and floral tube, the most repeatedly lifting column hammer, will The impact of hole, basis is expanded into expanded hole, and will be enlarged by the filling tamped in hole and become the intensive packing layer of ground floor;
C, ground floor slip casting dish is inserted in floral tube, and the guiding rib of floral tube is snapped in the breach of centre bore to realize noting The circumference of slurry dish is spacing, and the intensive packing layer of ground floor transferred to by slip casting dish by hand-held second pull rope, then on drag the first traction Rope so that sleeve pipe along curved baffle upwards, when sleeve water departs from curved baffle at ordinary times, and the push rod in sleeve pipe withstands outside floral tube Wall, then on carry the second pull rope so that slip casting dish rises overally, be inconjunction with push rod also against floral tube rise to ground floor location Hole height, push rod inserts hole, location, it is achieved being accurately positioned of slip casting dish height;
D, continue to fill up filler, and tamped into the intensive packing layer of last layer by post hammer;
E, last layer slip casting dish it is inserted in floral tube and is transferred to the intensive packing layer of last layer by the second pull rope, then going up Drag the first pull rope again on drag the second pull rope so that the slip casting dish of this layer the hole, location of the last layer of floral tube position;
F, repetition step d~e, until being filled into ground level;
G, repetition step a~f, until all pile bodies are all filled into ground level;
H, pull out the guide post of the floral tube upper end of each pile body, then floral tube be in the milk, form grouting mini pile at micro-hole, And at every layer of slip casting dish height, serosity is through the disk body cavity of the injected hole entrance slip casting dish of floral tube, then entered into by grouting pipe The expanded hole periphery soil body forms warty concrete, and the warty concrete of different pile body is cross-linked with each other, to the district between stake and stake Territory effectively reinforces.
Foundation-reinforcing device of the present invention and utilize this foundation-reinforcing device to carry out method and the prior art phase of foundation stabilization Ratio, has following remarkable advantage and beneficial effect.
First, this technical scheme passes through slip casting dish and the grouting pipe native internal injection around pile body, defines warty Concrete, and the warty concrete of different pile body is also cross-linked with each other, so, just to the region between the weakest stake and stake Effectively reinforce, significantly improve the foundation bearing capacity of entirety;It is the most fixed to be provided with between the most each slip casting dish and floral tube The device of position, the warty concrete of the different pile bodies that this assures same layer is contour, it is simple to the warty coagulation of different pile bodies Soil is full cross-linked at same layer, without because highly offseting one from another, further strengthening the ground in region between stake and stake Bearing capacity;Moreover, floral tube is fixed above guide post, post hammer is linked on guide post and floral tube, it is ensured that post hammer hammer downwards The vertical degree hit, has ensured that post hammer develops banketing of stake and fully tamped, has further strengthened the foundation bearing capacity of entirety.
Accompanying drawing explanation
Fig. 1 be foundation-reinforcing device of the present invention face structural representation.
Fig. 2 is to face structural representation after the reinforcing of foundation-reinforcing device of the present invention.
Fig. 3 is the positioning component of foundation-reinforcing device of the present invention partial enlargement sectional structure under the state that initially do not stresses Schematic diagram.
Fig. 4 is the partial enlargement sectional structure signal after positioning component and the floral tube of foundation-reinforcing device of the present invention positions Figure.
Fig. 5 is the slip casting dish plan structure schematic diagram with floral tube of foundation-reinforcing device of the present invention.
Shown in figure 1, floral tube, 2, slip casting dish, 3, guide post, 4, guiding rib, 5, injected hole, 6, hole, location, 7, disk body, 8, Grouting pipe, 9, centre bore, 10, breach, 11, sleeve pipe, 12, stage clip, 13, curved baffle, 14, push rod, 15, first collar, 16, First pull rope, 17, second collar, 18, cord hole, the 19, second pull rope, 20, micro-hole, 21, post hammer, 22, expanded hole, 23, Intensive packing layer, 24, warty concrete.
Detailed description of the invention
The invention will be further described with specific embodiment below in conjunction with the accompanying drawings.
As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4, Fig. 5, foundation-reinforcing device of the present invention, it includes a vertical floral tube 1 and many The individual slip casting dish 2 being slidably fitted on floral tube 1.
Floral tube 1 top connects a guide post 3, and guide post 3 external diameter is equal with floral tube 1 external diameter, and both are through nipple It is spirally connected.Floral tube 1 outer wall is provided with vertical guiding rib 4, and floral tube 1 is provided with different layers much higher circle injected hole 5, a circle of sustained height Probably there are eight to ten injected holes 5.The hole, location 6 of different floor height it is additionally provided with on floral tube 1;As sustained height is provided with hole, two location 6。
Disk body 7 that each slip casting dish 2 includes a hollow and the many horizontal direction grouting pipe connected with disk body 7 cavity 8.Disk body 7 is made up of headboard, bottom end plate and annular sidewall.All grouting pipe 8 are positioned on sidewall and the most circumferentially It is uniformly distributed.Being equipped with the centre bore 9 passed for floral tube 1 on headboard and bottom end plate, centre bore 9 is provided with accommodating guiding rib 4 Breach 10.Breach 10 and guiding rib 4 coordinate so that the process transferring slip casting dish 2 will not rotate, it is ensured that slip casting in subsequent step Push rod 14 within dish 2 can insert the hole, location 6 of floral tube 1 smoothly.
Each disk body 7 is provided with two groups of positioning components, and often group positioning component includes 11, stage clip of a sleeve pipe 12, Curved baffle 13 and one position the push rod 14 in hole 6 for inserting floral tube 1.Sleeve pipe 11 is hinged on the inside sidewalls of disk body 7, sleeve pipe The opening of 11 is positioned at non-articulated end, and the inner of stage clip 12 and push rod 14 is respectively positioned in sleeve pipe 11, stage clip 12 two ends respectively with sleeve pipe 11 diapires and push rod 14 are inner fixing.Curved baffle 13 is fixed on disk body 7 bottom end plate, and curved baffle 13 upper end is less than sleeve pipe 11 Pin joint, such relative position be to ensure that sleeve pipe 11 be drawn to push rod 14 during level just depart from curved baffle 13 and It is resisted against on the outer wall of floral tube 1.
But push rod 14 by traction before, i.e. under the original state without External Force Acting, push rod 14 stage clip 12 act under and Curved baffle 13 pushes against.Sleeve pipe 11 is provided with first collar 15, and first collar 15 connects the first pull rope 16, disk body 7 headboard It is provided with second collar 17 and for the cord hole 18 that the first pull rope 16 passes, second collar 17 connects the second pull rope 19.
Above-mentioned pull rope and the collar are all the contact methods of U-shaped, and i.e. one pull rope is pull rope first and last through the collar Two ends are respectively positioned on outside stake holes, as such, it is desirable to pull head and end during traction simultaneously, but need to dismantle pull rope time, unclamp head end Traction end is it become convenient substantially that make pull rope depart from the collar, it is simple to reclaim pull rope.
As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4, Fig. 5, utilize the method that foundation-reinforcing device of the present invention carries out foundation stabilization, its Step is as follows.
A, one basic hole of subdrilling, then at hole, hole, basis one micro-hole 20 of subdrilling, micro-hole 20 aperture is far smaller than Aperture, hole, basis.Floral tube 1 is inserted micro-hole 20 and tamps with coarse sand so that floral tube 1 is firm plug in micro-hole 20, but slightly Sand granularity is big, will not block the injected hole 5 of floral tube 1.
B, in hole, basis, insert partial filler, then post hammer 21 is inserted in guide post 3 and floral tube 1, lifting column the most repeatedly Hammer 21, impacts hole, basis and being expanded into expanded hole 22, and will be enlarged by the filling tamped in hole 22 and become the intensive packing layer of ground floor 23. The apical side height of every layer of intensive packing layer 23 cannot accurately be held, but big enable controls the height in the hole 6, location of every layer of floral tube 1 Below degree in the range of 10cm.
C, ground floor slip casting dish 2 is inserted in floral tube 1, and makes the guiding rib 4 of floral tube 1 snap in disk body 7 headboard and bottom The breach 10 of the centre bore 9 of plate is interior spacing to realize the circumference of slip casting dish 2.Slip casting dish 2 is transferred to by hand-held second pull rope 19 The intensive packing layer of ground floor 23, then on drag the first pull rope 16 so that sleeve pipe 11 along curved baffle 13 upwards, when sleeve pipe 11 Departing from curved baffle 13 during level, the push rod 14 in sleeve pipe 11 withstands the outer wall of floral tube 1, then on carry the second pull rope 19, make Obtaining slip casting dish 2 to rise overally, be inconjunction with push rod 14 and also rise to hole 6, ground floor location height against floral tube 1, push rod 14 inserts fixed Hole 6, position, it is achieved being accurately positioned of the slip casting dish 2 height on floral tube 1.
D, continue to fill up filler, and tamped into the intensive packing layers 23 of the last layer such as second layer by post hammer 21;This layer intensive The apical side height of packing layer 23 the most substantially controls below the height in the hole 6, location of same layer in the range of 10cm.
E, the slip casting dish 2 of the last layer such as second layer is inserted in floral tube 1 and is transferred to last layer such as by the second pull rope 19 The intensive packing layer 23 of two layers, then on drag the first pull rope 16 again on drag the second pull rope 19 so that the slip casting dish 2 of this layer exists The hole, location 6 of the last layer of the floral tube 1 such as second layer is accurately positioned.
F, repetition step d~e, until this expanded hole 22 is filled into ground level.
G, repetition step a~f, until the expanded hole 22 of all pile bodies is all filled into ground level.
H, pull out the guide post 3 of floral tube 1 upper end of each pile body, then each floral tube 1 is in the milk, formed at micro-hole 20 and fill Slurry mini pile, and at every layer of slip casting dish 2 height, serosity enters disk body 7 cavity of slip casting dish 2 through the injected hole 5 of floral tube 1, then by Grouting pipe 8 enters into the expanded hole 22 periphery soil body and forms warty concrete 24, and the warty of the sustained height of different pile body is mixed Solidifying soil 24 is cross-linked with each other, and effectively reinforces the region between stake and stake.

Claims (2)

1. a foundation-reinforcing device, it is characterised in that: it includes a vertical floral tube (1) and multiple is slidably fitted in floral tube (1) the slip casting dish (2) on;
Floral tube (1) top connects a guide post (3), and floral tube (1) outer wall is provided with vertical guiding rib (4), and floral tube (1) is provided with Different layers much higher circle injected hole (5);The hole, location (6) of different floor height it is additionally provided with on floral tube (1);
Disk body (7) that each slip casting dish (2) includes a hollow and the many grouting pipe (8) connected with disk body (7) cavity;Dish Body (7) is made up of headboard, bottom end plate and annular sidewall, and whole grouting pipe (8) are positioned on sidewall, on headboard and bottom end plate Being equipped with the centre bore (9) passed for floral tube (1), centre bore (9) is provided with the breach (10) of accommodating guiding rib (4);
Each disk body (7) is provided with at least two group positioning components, and often group positioning component includes a sleeve pipe (11), a stage clip (12), a curved baffle (13) and one be used for inserting the push rod (14) of floral tube (1) hole, location (6), sleeve pipe (11) is hinged on The inside sidewalls of disk body (7), the opening of sleeve pipe (11) is positioned at non-articulated end, and the inner of stage clip (12) and push rod (14) is respectively positioned on set In pipe (11), stage clip (12) two ends are inner with sleeve pipe (11) diapire and push rod (14) fixing respectively;Curved baffle (13) is fixed on Disk body (7) bottom end plate, curved baffle (13) upper end less than the pin joint of sleeve pipe (11), push rod (14) lower in stage clip (12) effect and Curved baffle (13) pushes against;Sleeve pipe (11) is provided with first collar (15), and first collar (15) is upper connects the first pull rope (16), dish Body (7) headboard is provided with second collar (17) and the cord hole (18) passed for the first pull rope (16), and second collar connects on (17) Connect the second pull rope (19).
2. utilize the method that the foundation-reinforcing device described in claim 1 carries out foundation stabilization, it is characterised in that: its step bag Include:
A, one basic hole of subdrilling, then hole, hole, basis one micro-hole (20) of subdrilling, insert micro-hole (20) by floral tube (1) And tamp with coarse sand;
B, in hole, basis, insert partial filler, then post hammer (21) is inserted in guide post (3) and floral tube (1), the most repeatedly lift Post hammer (21), is expanded into expanded hole (22) by the impact of hole, basis, and the filling tamped that will be enlarged by hole (22) becomes ground floor intensive Packing layer (23);
C, ground floor slip casting dish (2) is inserted in floral tube (1), and makes the guiding rib (4) of floral tube (1) snap in lacking of centre bore (9) Mouth (10) is interior spacing to realize the circumference of slip casting dish (2), and it is close that slip casting dish (2) is transferred to ground floor by hand-held second pull rope (19) Collection packing layer (23), then on drag the first pull rope (16) so that sleeve pipe (11) along curved baffle (13) upwards, works as sleeve pipe (11) departing from curved baffle (13) during level, the push rod (14) in sleeve pipe (11) withstands the outer wall of floral tube (1), then on carry the Two pull ropes (19) so that slip casting dish (2) rises overally, are inconjunction with push rod (14) and also rise to ground floor calmly against floral tube (1) Highly, push rod (14) inserts hole, location (6) in hole, position (6), it is achieved being accurately positioned of slip casting dish (2) height;
D, continue to fill up filler, and tamped into the intensive packing layer (23) of last layer by post hammer (21);
E, last layer slip casting dish (2) is inserted in floral tube (1) and is transferred to the intensive packing layer of last layer by the second pull rope (19) (23), then on drag the first pull rope (16) again on drag the second pull rope (19) so that the slip casting dish (2) of this layer is in floral tube (1) Last layer hole, location (6) location;
F, repetition step d~e, until being filled into ground level;
G, repetition step a~f, until all pile bodies are all filled into ground level;
H, pull out the guide post (3) of floral tube (1) upper end of each pile body, then floral tube (1) is in the milk, formed at micro-hole (20) and fill Slurry mini pile, and every layer of slip casting dish (2) highly, serosity is through the disk body (7) of the injected hole (5) entrance slip casting dish (2) of floral tube (1) Cavity, then entered into expanded hole (22) the periphery soil body by grouting pipe (8) and form warty concrete (24), and the tumor of different pile body Shape concrete (24) is cross-linked with each other, and effectively reinforces the region between stake and stake.
CN201610488648.7A 2016-06-27 2016-06-27 Foundation-reinforcing device and foundation reinforcement method Expired - Fee Related CN106120706B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201610488648.7A CN106120706B (en) 2016-06-27 2016-06-27 Foundation-reinforcing device and foundation reinforcement method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201610488648.7A CN106120706B (en) 2016-06-27 2016-06-27 Foundation-reinforcing device and foundation reinforcement method

Publications (2)

Publication Number Publication Date
CN106120706A true CN106120706A (en) 2016-11-16
CN106120706B CN106120706B (en) 2018-05-25

Family

ID=57284992

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201610488648.7A Expired - Fee Related CN106120706B (en) 2016-06-27 2016-06-27 Foundation-reinforcing device and foundation reinforcement method

Country Status (1)

Country Link
CN (1) CN106120706B (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109778847A (en) * 2019-03-20 2019-05-21 裴晓峰 A kind of construction method and device of cast-in-place concrete pile
CN110670576A (en) * 2019-11-14 2020-01-10 新十建设集团有限公司 Building foundation reinforcing device and method

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1487150A (en) * 2003-04-16 2004-04-07 广东省建筑科学研究院 Combined grouting construction process of reinforcing foundation
JP3960372B2 (en) * 2001-10-16 2007-08-15 三谷セキサン株式会社 Foundation pile structure
CN202689003U (en) * 2012-07-11 2013-01-23 中国建筑第六工程局有限公司 Micropile grouting structure for foundation consolidation of existing buildings
CN104179174A (en) * 2014-08-13 2014-12-03 山东科技大学 Porous grouted pipe special-shaped pile and pile-forming method
CN204551430U (en) * 2015-04-01 2015-08-12 浙江宏宇工程勘察设计有限公司 A kind of pre-buried floral tube grouting and reinforcing device on soft foundation

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP3960372B2 (en) * 2001-10-16 2007-08-15 三谷セキサン株式会社 Foundation pile structure
CN1487150A (en) * 2003-04-16 2004-04-07 广东省建筑科学研究院 Combined grouting construction process of reinforcing foundation
CN202689003U (en) * 2012-07-11 2013-01-23 中国建筑第六工程局有限公司 Micropile grouting structure for foundation consolidation of existing buildings
CN104179174A (en) * 2014-08-13 2014-12-03 山东科技大学 Porous grouted pipe special-shaped pile and pile-forming method
CN204551430U (en) * 2015-04-01 2015-08-12 浙江宏宇工程勘察设计有限公司 A kind of pre-buried floral tube grouting and reinforcing device on soft foundation

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109778847A (en) * 2019-03-20 2019-05-21 裴晓峰 A kind of construction method and device of cast-in-place concrete pile
CN110670576A (en) * 2019-11-14 2020-01-10 新十建设集团有限公司 Building foundation reinforcing device and method

Also Published As

Publication number Publication date
CN106120706B (en) 2018-05-25

Similar Documents

Publication Publication Date Title
AU2008316938B2 (en) Method and apparatus for building support piers from one or more successive lifts formed in a soil matrix
CN101638891B (en) Construction method of all casing precessing isolation pile
CN104500082B (en) In Tunneling by mining method, shield receives construction method
US20070206995A1 (en) Apparatus and method for building support piers from one or successive lifts formed in a soil matrix
CN101532290B (en) Granule grouting pile of ripple plastic sleeve with hole for strengthening soft soil foundation and strengthening method
CN104074186B (en) The casing device of pore-forming and construction method thereof in a kind of building lot
CN100497842C (en) Bottom impacting type steel pipe concrete pole and construction method thereof
US4730954A (en) Ground treatment
JP4392453B2 (en) Method for suppressing levitation of underground buried object and buried structure
US9169611B2 (en) Method and apparatus for building support piers from one or more successive lifts formed in a soil matrix
CN103711122B (en) A kind of cloth bag expands the construction method of squeezing concrete support disk pile
CN2934352Y (en) Root key type drilling perfusion stake construction device
CN201202116Y (en) Geotextile bag bulk material follow-up grouting pile
US10844567B2 (en) Soil densification system and method
CN201908308U (en) Grouting sleeve valve pipe
CN102493437A (en) Grouting-type micro steel pipe pile and grouting reinforcement method
CN201753450U (en) Piling machine
CN203924036U (en) A kind of pile for prestressed pipe of outsourcing active material pile body
CN102444118A (en) Construction method for grouting reinforcement of sleeve valve pipe
CN206016824U (en) A kind of stopping means for preventing shield sky from pushing away Segment displacement
CN102733378B (en) Construction method of concrete pile
CN104674809B (en) Anti-floating anchor rod structure and its construction method
CN102155009A (en) Crushed rock pile used for strengthening extremely soft soil foundation and construction method thereof
CN103924987B (en) A kind of SMW engineering method stake tunnel shielding portal seepage-proof structure and construction method thereof
CN103821141B (en) Helical burr ram construction technology

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant
TR01 Transfer of patent right
TR01 Transfer of patent right

Effective date of registration: 20190523

Address after: Room 904, Executive Building No. 1 Qian Hunan Road, Yinzhou District, Ningbo City, Zhejiang Province, 315000

Patentee after: Zhejiang University Ningbo Institute of Technology Asset Management Co., Ltd.

Address before: 315048 Ningbo High-tech Zone, Zhejiang Province, No. 9 Building, Zone B, Lane 999, Yangfan Road, Ningbo City, China

Patentee before: Ningbo Polytechnic Institute of science and technology, Zhejiang University Co., Ltd.

Effective date of registration: 20190523

Address after: Room 904, Executive Building No. 1 Qian Hunan Road, Yinzhou District, Ningbo City, Zhejiang Province, 315000

Patentee after: Zhejiang University Ningbo Institute of Technology Asset Management Co., Ltd.

Address before: 315048 Ningbo High-tech Zone, Zhejiang Province, No. 9 Building, Zone B, Lane 999, Yangfan Road, Ningbo City, China

Patentee before: Ningbo Polytechnic Institute of science and technology, Zhejiang University Co., Ltd.

CF01 Termination of patent right due to non-payment of annual fee
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20180525

Termination date: 20190627