CN107299632A - Marine rock drilling strike-on type large diameter pile structure and construction method - Google Patents
Marine rock drilling strike-on type large diameter pile structure and construction method Download PDFInfo
- Publication number
- CN107299632A CN107299632A CN201710379587.5A CN201710379587A CN107299632A CN 107299632 A CN107299632 A CN 107299632A CN 201710379587 A CN201710379587 A CN 201710379587A CN 107299632 A CN107299632 A CN 107299632A
- Authority
- CN
- China
- Prior art keywords
- steel
- pile
- pipe pile
- closely knit
- soil layer
- 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.)
- Pending
Links
- 238000005553 drilling Methods 0.000 title claims abstract description 70
- 239000011435 rock Substances 0.000 title claims abstract description 52
- 238000010276 construction Methods 0.000 title claims abstract description 39
- 239000002689 soil Substances 0.000 claims abstract description 85
- 238000004140 cleaning Methods 0.000 claims description 8
- 230000015572 biosynthetic process Effects 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 abstract description 6
- 239000010959 steel Substances 0.000 abstract description 6
- 238000000034 method Methods 0.000 description 8
- 238000005516 engineering process Methods 0.000 description 4
- 239000004576 sand Substances 0.000 description 3
- 230000003760 hair shine Effects 0.000 description 2
- 230000006641 stabilisation Effects 0.000 description 2
- 238000011105 stabilization Methods 0.000 description 2
- 241000282693 Cercopithecidae Species 0.000 description 1
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 238000010009 beating Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- 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
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
- E02D27/525—Submerged foundations, i.e. submerged in open water using elements penetrating the underwater ground
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/44—Foundations for machines, engines or ordnance
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/02—Placing by driving
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/28—Placing of hollow pipes or mould pipes by means arranged inside the piles or pipes
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
- Earth Drilling (AREA)
Abstract
The present invention relates to a kind of marine rock drilling strike-on type large diameter pile structure and construction method.It is an object of the invention to provide a kind of marine rock drilling strike-on type large diameter pile structure and construction method simple in construction, easy construction, to improve efficiency of construction, construction cost is reduced.The technical scheme is that：A kind of marine rock drilling strike-on type large diameter pile structure, it is adaptable to be from top to bottom followed successively by the ground of loose overlying soil, closely knit soil layer and lithosphere, ground is provided with the stake holes extended in lithosphere, stake holes and squeezes into steel-pipe pile；Stake holes is from top to bottom divided into the rock interval of the loose ground interval of the loose overlying soil of correspondence, the closely knit soil layer section of the closely knit soil layer of correspondence and correspondence lithosphere, wherein loose ground interval is forms after the steel pipe sunk pile, closely knit soil layer section and rock interval are that closely knit soil layer and lithosphere are crept into as passage of constructing in the steel-pipe pile of loose overlying soil using pile sinking to be formed behind row hole.The present invention is applied to offshore wind farm and other field of ocean engineering.
Description
Technical field
The present invention relates to a kind of marine rock drilling strike-on type large diameter pile structure and construction method.Suitable for offshore wind farm and its
His field of ocean engineering.
Background technology
Single-pile foundation is a kind of most widely used structural shape in domestic and international offshore wind farm field, and single-pile foundation has structure
Simply, convenient, high efficient construction is implemented.With the Large scale construction of domestic offshore wind farm, in engineerings such as Fujian, Guangdong
Mud and sand silting depth is limited in marine site complex geologic conditions, part subsea strata, and bottom has weathered rock formation, and pile foundation is disposably beaten
Enter it is larger to projected depth difficulty, the simple method using hammer piling of tradition limit single-pile foundation in the engineering marine site should
With.
For above-mentioned geological conditions, part engineering is using traditional high-rise pile cap rock-socketed pile basis or the embedding batholith of jacket
Plinth, but the embedding batholith plinth of high-rise pile cap, complicated construction technique, process are more, and inefficiency, basic overall cost is higher；Jacket
Foundation structure, because stake top is located at below the water surface, is not easy to drilling construction.
The content of the invention
The technical problem to be solved in the present invention is：For above-mentioned problem, there is provided a kind of simple in construction, easy construction
Marine rock drilling strike-on type large diameter pile structure and construction method, to improve efficiency of construction, reduce construction cost.
The technical solution adopted in the present invention is：A kind of marine rock drilling strike-on type large diameter pile structure, it is adaptable to by upper and
Under be followed successively by the ground of loose overlying soil, closely knit soil layer and lithosphere, it is characterised in that：The ground is provided with and extends to rock
Steel-pipe pile is squeezed into stake holes in rock layers, stake holes；
The stake holes is from top to bottom divided into corresponding to the loose ground interval of loose overlying soil, corresponds to the close of closely knit soil layer
The rock interval of real soil layer section and correspondence lithosphere, wherein loose ground interval are formation after the steel pipe sunk pile, described closely knit
Soil layer section and rock interval be using pile sinking in loose overlying soil the steel-pipe pile be construction passage to closely knit soil layer and rock
Layer drilling row is formed behind hole.
The closely knit soil layer sector hole footpath of the stake holes is less than the stake footpath of the steel-pipe pile, and the lithosphere sector hole footpath of stake holes is slightly larger than
The stake footpath of steel-pipe pile.
The rock interval of the stake holes is perfused with underwater concrete, and the steel-pipe pile passes through underwater concrete and the rock of stake holes
Rock layers section is connected.
A kind of construction method of marine rock drilling strike-on type large diameter pile structure, it is characterised in that step is as follows：
1st, pile sinking is carried out to it by pile hammer at the top of steel-pipe pile, until steel-pipe pile lower end is supported in closely knit soil layer surface；
2nd, drilling equipment is set up at the top of steel-pipe pile, the embedding rock drilling machine drill bit of drilling equipment is by steel-pipe pile internal channel to steel
Bore operation is carried out in pipe pile and below stake bottom, until the design bottom elevation in lithosphere, boring aperture is less than steel-pipe pile
Stake footpath；Reaming is carried out to lithosphere internal drilling to the stake footpath for being slightly larger than steel-pipe pile；
3rd, drilling equipment, cleaning drilling are removed；
4th, the pouring underwater concrete in the drilling of lithosphere；
5th, pile sinking is carried out to it by pile hammer at the top of steel-pipe pile, until design bottom is high in steel-pipe pile lower end to lithosphere
Journey.
A kind of marine rock drilling strike-on type large diameter pile structure, it is adaptable to be from top to bottom followed successively by loose overlying soil, closely knit
The ground of soil layer and lithosphere, it is characterised in that：The ground is provided with the stake holes extended in closely knit soil layer, stake holes and squeezed into
Steel-pipe pile；
The stake holes is from top to bottom divided into the loose ground interval and the closely knit soil layer of correspondence of the loose overlying soil of correspondence
Closely knit soil layer section, wherein loose ground interval are formation after the steel pipe sunk pile, and the closely knit soil layer section is in loose with pile sinking
The steel-pipe pile of overlying soil is formed after being drilled for construction passage to closely knit soil layer.
The closely knit soil layer sector hole footpath of the stake holes is less than the stake footpath of the steel-pipe pile.
A kind of construction method of marine rock drilling strike-on type large diameter pile structure, it is characterised in that step is as follows：
1st, pile sinking is carried out to it by pile hammer at the top of steel-pipe pile, until steel-pipe pile lower end is supported in closely knit soil layer surface；
2nd, drilling equipment is set up at the top of steel-pipe pile, the embedding rock drilling machine drill bit of drilling equipment is by steel-pipe pile internal channel to steel
Bore operation is carried out in pipe pile and below stake bottom, until the design bottom elevation in closely knit soil layer, boring aperture is less than steel-pipe pile
Stake footpath；
3rd, drilling equipment, cleaning drilling are removed；
4th, pile sinking is carried out to it by pile hammer at the top of steel-pipe pile, until design bottom is high in steel-pipe pile lower end to closely knit soil layer
Journey.
The beneficial effects of the invention are as follows：It is of the invention that directly drilling equipment is erected at the top of steel-pipe pile, using steel-pipe pile as brill
Machine supporting mechanism and drilling casing structure, reduce and set up embedding rock platform construction process, shorten the construction period, reduce embedding rock
The expense of construction.Steel-pipe pile is supported in closely knit soil layer by pile sinking mode through loose overlying soil in the present invention, and itself can be protected
Standing stabilization is held, the requirement for setting up drilling equipment is met.Structure type of the present invention is simple, and boring work amount is small, effectively shortens and applies
In the work cycle, substantially reduce engineering input.
Brief description of the drawings
Fig. 1 is the structural representation of embodiment 1.
Fig. 2~Fig. 4 is the work progress schematic diagram of embodiment 1.
Fig. 5 is the structural representation of embodiment 2.
Embodiment
Embodiment 1：As shown in figure 1, the present embodiment is marine rock drilling strike-on type large diameter pile structure, the structure be applied to by
The ground of loose overlying soil 9 (can drive piles), closely knit soil layer 10 (piling is difficult) and lithosphere 11, the ground are followed successively by under above
Geological conditions it is limited for mud and sand silting depth, pile foundation can squeeze into certain depth, but it is high to be disposably sink to design bottom
Journey.Stake holes 3 is provided with the present embodiment on ground, the design bottom elevation of the stake holes is located in lithosphere 11, the perfusion of the bottom of stake holes 3
There is underwater concrete 6, steel-pipe pile 1 is squeezed into stake holes 3 by pile hammer 4, the lower end of steel-pipe pile 1 is through underwater concrete 6 and rock
Layer 11 is connected.
In the present embodiment stake holes 3 be from top to bottom divided into be located at loose overlying soil 9 in loose ground interval 31, be located at
Closely knit soil layer section 32 in closely knit soil layer 10 and the rock interval 33 in lithosphere 11.Wherein loose ground interval 31 is steel pipe
Stake 1 is formed after being supported in closely knit soil layer 10 through the pile sinking of pile hammer 4 in loose soil bed 9, closely knit soil layer section 32 and rock interval 33
Be with pile sinking posterior end be supported in the steel-pipe pile 1 of closely knit soil layer 10 for construction passage to the closely knit soil layer below the bottom of steel-pipe pile 1
10 and the drilling of lithosphere 11 row hole after formed.32 apertures of closely knit soil layer section of stake holes 3 are less than the stake of the steel-pipe pile 1 in this example
Footpath, the aperture of rock interval 33 of stake holes 3 is slightly larger than the stake footpath of steel-pipe pile 1.
The construction method of the present embodiment is as follows：
1st, it is identical with common foundation pile, pile sinking is carried out by pile hammer 4 at the top of steel-pipe pile 1, set without increasing other auxiliary
Standby or measure, but pile sinking need to be controlled in strict accordance with hammer standard is stopped, it is to avoid pile sinking shines into damage to pile body by force, until steel-pipe pile 1
Lower end is supported in the closely knit surface of soil layer 10 (see Fig. 2), and the pile foundation first strike depth of steel-pipe pile 1 can meet the steady of drilling machine construction process
It is fixed；
2nd, with steel-pipe pile 1 as rig supporting construction and drilling casing structure, set up rig at the top of steel-pipe pile 1 and set
Standby 5, the embedding rock drilling machine drill bit 5-1 of drilling equipment are by the internal channel of steel-pipe pile 1 to closely knit soil layer below in steel-pipe pile 1 and stake bottom
10 and lithosphere 11 carry out bore operation, until lithosphere 11 in design bottom elevation, boring aperture be less than steel-pipe pile 1 stake
Footpath, specific size can suitably be adjusted according to live drilling situation；The internal drilling of lithosphere 11 (the rock interval of stake holes) is entered
Row reaming is extremely slightly larger than the stake footpath of steel-pipe pile (see Fig. 3)；
3rd, drilling equipment 5, cleaning drilling are removed；
4th, the pouring underwater concrete 6 in the drilling of lithosphere 11, underwater concrete is slightly above the top surface of rock interval 33；
5th, the top of steel-pipe pile 1 carries out pile sinking by pile hammer 4, until the lower end of steel-pipe pile 1 sinks down into design in lithosphere 11
Bottom elevation (see Fig. 4).
Embodiment 2：As shown in figure 5, the present embodiment is marine rock drilling strike-on type large diameter pile structure, the structure be applied to by
The ground of loose overlying soil 9 (can drive piles), closely knit soil layer 10 (piling is difficult) and lithosphere 11, the ground are followed successively by under above
Geological conditions it is limited for mud and sand silting depth, pile foundation can squeeze into certain depth, but it is high to be disposably sink to design bottom
Journey.Stake holes 3 is provided with the present embodiment on ground, the design bottom elevation of the stake holes is located in closely knit soil layer 10, steel-pipe pile 1 is led to
Pile hammer 4 is crossed to squeeze into stake holes 3.
In the present embodiment stake holes 3 be from top to bottom divided into be located at loose overlying soil in loose ground interval 31, be located at
The rock interval 33 of closely knit soil layer section 32 and correspondence lithosphere in closely knit soil layer.Wherein loose ground interval 31 is steel-pipe pile through beating
Pile monkey pile sinking is supported in after closely knit soil layer to be formed in loose soil bed, closely knit soil layer section 32 be supported in pile sinking posterior end it is closely knit
The steel-pipe pile of soil layer creeps into steel-pipe pile bottom closely knit soil layer once and lithosphere for construction passage and formed behind row hole, in this example
The closely knit soil layer sector hole footpath of stake holes is less than the stake footpath of the steel-pipe pile.
The construction method of the present embodiment is as follows：
1st, it is identical with common foundation pile, pile sinking is carried out by pile hammer 4 at the top of steel-pipe pile 1, set without increasing other auxiliary
Standby or measure, but pile sinking need to be controlled in strict accordance with hammer standard is stopped, it is to avoid pile sinking shines into damage to pile body by force, until under steel-pipe pile
End is supported in closely knit soil layer surface, and steel-pipe pile pile foundation first strike depth can meet the stabilization of drilling machine construction process；
2nd, with steel-pipe pile 1 as rig supporting construction and drilling casing structure, set up rig at the top of steel-pipe pile 1 and set
Standby 5, the embedding rock drilling machine drill bit 5-1 of drilling equipment are by steel-pipe pile internal channel in steel-pipe pile stake and closely knit soil layer 10 below stake bottom
Bore operation is carried out, until the design bottom elevation in closely knit soil layer, boring aperture is less than the stake footpath of steel-pipe pile 1, specific size can
According to live drilling situation, suitably adjusted；
3rd, drilling equipment 5, cleaning drilling are removed；
4th, the top of steel-pipe pile 1 carries out pile sinking by pile hammer 4, until the lower end of steel-pipe pile 1 sinks down into closely knit soil layer 10 and set
Count bottom elevation.
The present invention in implementation process, parameter need to be surveyed over the ground and be analyzed, by related software to basic first strike depth with
And pile sinking feasibility is analyzed again after borehole cleaning, and by numerical simulation or other means, analyze in boring procedure, in wave current
Under load and rig vibration load action, behind basis+rig resistance to overturning, and drilling borehole cleaning, the vertical carrying energy in basis
Power.After drilling, strike-on can smooth pile sinking geological conditions, using the construction technology of embodiment 2；For solid rock need to be entered
Layer, still suffers from the difficult situation of strike-on, can use the construction technology of embodiment 1 after drilling.
Above-described embodiment and construction technology are mainly used in offshore wind farm single-pile foundation, but are not limited thereto, for sea
Other foundation structures involved by foreign engineering structure also can be designed and construct with technical solution of the present invention.
Claims (7)
1. a kind of marine rock drilling strike-on type large diameter pile structure, it is adaptable to be from top to bottom followed successively by loose overlying soil (9), closely knit
The ground of soil layer (10) and lithosphere (11), it is characterised in that：The ground is provided with the stake holes extended in lithosphere (11)
(3) steel-pipe pile (1), is squeezed into stake holes；
The stake holes (3) is from top to bottom divided into the loose ground interval (31) of the loose overlying soil (9) of correspondence, the closely knit soil of correspondence
The closely knit soil layer section (32) of layer (10) and the rock interval (33) of correspondence lithosphere (11), wherein loose ground interval (31) is described
Formed after steel-pipe pile (1) pile sinking, the closely knit soil layer section (32) and rock interval (33) are in loose overlying soil (9) with pile sinking
The steel-pipe pile (1) formation behind row hole is crept into closely knit soil layer (10) and lithosphere (11) for construction passage.
2. marine rock drilling strike-on type large diameter pile structure according to claim 1, it is characterised in that：The stake holes (3)
Closely knit soil layer section (32) aperture is less than the stake footpath of the steel-pipe pile (1), and rock interval (33) aperture of stake holes is slightly larger than steel-pipe pile
(1) stake footpath.
3. marine rock drilling strike-on type large diameter pile structure according to claim 1 or 2, it is characterised in that：The stake holes (3)
Rock interval (33) be perfused with underwater concrete (6), the steel-pipe pile (1) passes through underwater concrete and the rock interval of stake holes
It is connected.
4. the construction method of marine rock drilling strike-on type large diameter pile structure, its feature described in a kind of claims 1 to 3 any one
It is that step is as follows：
4.1st, pile sinking is carried out to it by pile hammer (4) at the top of steel-pipe pile (1), until steel-pipe pile lower end is supported in closely knit soil layer
(10) surface；
4.2nd, drilling equipment (5) is set up at the top of steel-pipe pile (1), the embedding rock drilling machine drill bit (5-1) of drilling equipment passes through steel-pipe pile
Internal channel in steel-pipe pile stake and below stake bottom to carrying out bore operation, until the design bottom elevation in lithosphere (11), drilling hole
Footpath is less than the stake footpath of steel-pipe pile；Reaming is carried out to lithosphere internal drilling to the stake footpath for being slightly larger than steel-pipe pile；
4.3rd, drilling equipment (5), cleaning drilling are removed；
4.4th, pouring underwater concrete (6) in the drilling of lithosphere (11)；
4.5th, pile sinking is carried out to it by pile hammer at the top of steel-pipe pile (1), until being designed in steel-pipe pile lower end to lithosphere (11)
Bottom elevation.
5. a kind of marine rock drilling strike-on type large diameter pile structure, it is adaptable to be from top to bottom followed successively by loose overlying soil (9), closely knit
The ground of soil layer (10) and lithosphere (11), it is characterised in that：The ground is provided with the stake extended in closely knit soil layer (10)
Steel-pipe pile (1) is squeezed into hole (3), stake holes；
The loose ground interval (31) and correspondence that the stake holes (3) is from top to bottom divided into the loose overlying soil (9) of correspondence are closely knit
The closely knit soil layer section (32) of soil layer (10), wherein loose ground interval (31) are formation after the steel-pipe pile (1) pile sinking, described closely knit
Soil layer section (32) be with pile sinking in the steel-pipe pile (1) of loose overlying soil (31) be construct passage closely knit soil layer is bored
Formed behind hole.
6. marine rock drilling strike-on type large diameter pile structure according to claim 5, it is characterised in that：The stake holes (3)
Closely knit soil layer sector hole footpath is less than the stake footpath of the steel-pipe pile (1).
7. a kind of construction method of marine rock drilling strike-on type large diameter pile structure described in claim 5 or 6, it is characterised in that step
It is as follows：
7.1st, pile sinking is carried out to it by pile hammer (4) at the top of steel-pipe pile (1), until steel-pipe pile lower end is supported in closely knit soil layer
(10) surface；
7.2nd, drilling equipment (5) is set up at the top of steel-pipe pile (1), the embedding rock drilling machine drill bit (5-1) of drilling equipment passes through steel-pipe pile
(1) internal channel in steel-pipe pile stake and below stake bottom to carrying out bore operation, until the design bottom elevation in closely knit soil layer (10), is bored
Hole aperture is less than the stake footpath of steel-pipe pile；
7.3rd, drilling equipment (5), cleaning drilling are removed；
7.4th, pile sinking is carried out to it by pile hammer (4) at the top of steel-pipe pile (1), until in steel-pipe pile lower end to closely knit soil layer (10)
Design bottom elevation.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710379587.5A CN107299632A (en) | 2017-05-25 | 2017-05-25 | Marine rock drilling strike-on type large diameter pile structure and construction method |
| EP18168006.7A EP3406802A1 (en) | 2017-05-25 | 2018-04-18 | Offshore rock-drilling redriving-type large-diameter pile structure and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710379587.5A CN107299632A (en) | 2017-05-25 | 2017-05-25 | Marine rock drilling strike-on type large diameter pile structure and construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107299632A true CN107299632A (en) | 2017-10-27 |
Family
ID=60137361
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710379587.5A Pending CN107299632A (en) | 2017-05-25 | 2017-05-25 | Marine rock drilling strike-on type large diameter pile structure and construction method |
Country Status (2)
| Country | Link |
|---|---|
| EP (1) | EP3406802A1 (en) |
| CN (1) | CN107299632A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110080272A (en) * | 2019-04-25 | 2019-08-02 | 上海交通大学 | Offshore wind farm single-pile foundation and offshore wind farm device suitable for greater coasting area |
| CN113174990A (en) * | 2021-04-29 | 2021-07-27 | 福建永强岩土股份有限公司 | Rotary spraying reinforcement method for foundation around subsidence of ocean deep water inclined pile |
| CN114319319A (en) * | 2021-12-03 | 2022-04-12 | 上海建工集团股份有限公司 | High-bearing core-filling steel pipe pile and construction method thereof |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109469080B (en) * | 2018-12-11 | 2023-12-19 | 中铁五局集团贵州工程有限公司 | Underwater rock-socketed steel sheet pile cofferdam structure and construction method thereof |
| CN109811786B (en) * | 2019-03-26 | 2024-03-26 | 福建永福电力设计股份有限公司 | Offshore wind power composite foundation structure with inner steel pipe pile and outer steel pipe pile combined |
| CN110258613A (en) * | 2019-07-02 | 2019-09-20 | 山东科技大学 | A kind of land single pile is inverted double barrels type wind power foundation and its application method |
| CN113174992B (en) * | 2021-04-29 | 2022-08-30 | 福建永强岩土股份有限公司 | Comprehensive treatment and reinforcement method for collapse of stratum around marine deep-water inclined pile |
| CN113981961B (en) * | 2021-10-08 | 2023-06-23 | 中交路桥华南工程有限公司 | Ship-type pile planting method for deepwater bare rock |
| CN114438998A (en) * | 2022-02-14 | 2022-05-06 | 中交第三航务工程局有限公司 | Steel pipe pile rock-socketed construction process under complex geological conditions |
| CN114673144A (en) * | 2022-04-28 | 2022-06-28 | 中铁十五局集团有限公司 | Rapid pile planting construction method for trestle steel pipe pile on bare rock of inclined base surface |
| CN114960623A (en) * | 2022-06-29 | 2022-08-30 | 湖北道泽勘测设计院有限公司 | Basic structure and construction method of PSLC construction method pile |
| CN115012405A (en) * | 2022-07-20 | 2022-09-06 | 中建八局第二建设有限公司 | Foundation pit supporting method for grouting of perforated pipe pile in stone-nitre area |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101135160A (en) * | 2007-09-29 | 2008-03-05 | 陈宁华 | Mixed pile forming method for high-bearing one-stage club-footed pile |
| KR100964796B1 (en) * | 2010-02-26 | 2010-06-21 | 송기용 | Method for constructing the steel pipe-concrete composite pile structurized of burying and unifying into the bedrock, and a pile construction |
| CN102286971A (en) * | 2011-07-15 | 2011-12-21 | 中交水运规划设计院有限公司 | Concrete-filled steel tube core column socketed pile |
| CN106088140A (en) * | 2016-06-28 | 2016-11-09 | 江苏海上龙源风力发电有限公司 | A kind of batholith sea bed offshore wind turbine embedding rock single-pile foundation construction technique |
| CN205713982U (en) * | 2016-04-25 | 2016-11-23 | 辽宁有色基础工程公司 | A kind of pile foundation construction drilling equipment being applicable to karst area |
| CN205917724U (en) * | 2016-06-28 | 2017-02-01 | 江苏海上龙源风力发电有限公司 | Do not have marine fan of grout and inlay rock single pile basis |
| CN206956717U (en) * | 2017-05-25 | 2018-02-02 | 中国电建集团华东勘测设计研究院有限公司 | Marine rock drilling strike-on type large diameter pile structure |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2418301A1 (en) | 1978-02-27 | 1979-09-21 | Cegeo Cie Etu Geotechniques | Mounting movable tools on tubes partic. in offshore petroleum mining - incorporates means of adjusting working position along tube and fixing it where required |
| DE102009023466B4 (en) | 2009-06-02 | 2012-09-13 | Herrenknecht Ag | Method and device for creating an underwater foundation of a building |
| DK2930275T3 (en) * | 2014-04-08 | 2018-04-03 | Herrenknecht Ag | System and method for making a foundation for a building in water |
| EP3034702B1 (en) * | 2014-12-17 | 2017-02-01 | BAUER Spezialtiefbau GmbH | Method and device for erecting a foundation and foundation |
| KR101625192B1 (en) | 2015-09-30 | 2016-05-27 | (주)삼일이엔씨 | Driven concrete pile with open lower part and construction method thereof |
-
2017
- 2017-05-25 CN CN201710379587.5A patent/CN107299632A/en active Pending
-
2018
- 2018-04-18 EP EP18168006.7A patent/EP3406802A1/en not_active Withdrawn
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101135160A (en) * | 2007-09-29 | 2008-03-05 | 陈宁华 | Mixed pile forming method for high-bearing one-stage club-footed pile |
| KR100964796B1 (en) * | 2010-02-26 | 2010-06-21 | 송기용 | Method for constructing the steel pipe-concrete composite pile structurized of burying and unifying into the bedrock, and a pile construction |
| CN102286971A (en) * | 2011-07-15 | 2011-12-21 | 中交水运规划设计院有限公司 | Concrete-filled steel tube core column socketed pile |
| CN205713982U (en) * | 2016-04-25 | 2016-11-23 | 辽宁有色基础工程公司 | A kind of pile foundation construction drilling equipment being applicable to karst area |
| CN106088140A (en) * | 2016-06-28 | 2016-11-09 | 江苏海上龙源风力发电有限公司 | A kind of batholith sea bed offshore wind turbine embedding rock single-pile foundation construction technique |
| CN205917724U (en) * | 2016-06-28 | 2017-02-01 | 江苏海上龙源风力发电有限公司 | Do not have marine fan of grout and inlay rock single pile basis |
| CN206956717U (en) * | 2017-05-25 | 2018-02-02 | 中国电建集团华东勘测设计研究院有限公司 | Marine rock drilling strike-on type large diameter pile structure |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110080272A (en) * | 2019-04-25 | 2019-08-02 | 上海交通大学 | Offshore wind farm single-pile foundation and offshore wind farm device suitable for greater coasting area |
| CN113174990A (en) * | 2021-04-29 | 2021-07-27 | 福建永强岩土股份有限公司 | Rotary spraying reinforcement method for foundation around subsidence of ocean deep water inclined pile |
| CN113174990B (en) * | 2021-04-29 | 2023-05-23 | 福建永强岩土股份有限公司 | Rotary spraying reinforcement method for pile periphery collapse foundation of ocean deep water inclined pile |
| CN114319319A (en) * | 2021-12-03 | 2022-04-12 | 上海建工集团股份有限公司 | High-bearing core-filling steel pipe pile and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| EP3406802A1 (en) | 2018-11-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107299632A (en) | Marine rock drilling strike-on type large diameter pile structure and construction method | |
| US10267008B2 (en) | Offshore non-driven-in large-diameter monopile foundation structure and construction method | |
| CN204370469U (en) | A kind of drilled pile long leg jacket offshore wind turbine foundation | |
| CN102071683A (en) | Water drill dug pile construction method | |
| CN206956717U (en) | Marine rock drilling strike-on type large diameter pile structure | |
| CN102776884B (en) | In stir and rotate prestressed centrifugally pile tube pile-sinking device and pile-sinking method thereof | |
| CN107386285A (en) | A kind of novel steel tube pile foundation rock borehole anchorage method | |
| CN107558488A (en) | A kind of embedding rock single pile of offshore wind farm and its construction system and construction method | |
| CN109024305A (en) | A kind of loose geology bridge deep pile foundation construction method | |
| WO2024007591A1 (en) | Rock-socketed monopile construction method based on double-casing pile stabilizing platform | |
| CN102383431A (en) | Sinking device and novel sinking method of center dug prestressed centrifuge pipe pile (square pile) | |
| CN105421445A (en) | Construction method for non-prestressed centrifugal high-strength concrete pile planted pile | |
| CN207176723U (en) | A kind of embedding rock single pile of offshore wind farm and its construction system | |
| CN206646541U (en) | A kind of embedding rock single-pile foundation of batholith sea bed offshore wind turbine | |
| CN105780806A (en) | Offshore wind turbine foundation for long-leg jacket of drilling piles and construction method of offshore wind turbine foundation | |
| CN105862906A (en) | Offshore wind power plant draught fan single pile foundation and construction method | |
| CN204299468U (en) | A kind of positioning and guiding system and device of hidden hole drilling boring | |
| CN1462827A (en) | Construction for making piles and tools | |
| CN102383428B (en) | Middle pick reverse drawing method prestressed centrifugally pile tube pile-sinking device and pile-sinking method thereof | |
| CN106759432A (en) | A kind of construction method of offshore wind farm super-large diameter piling bar | |
| CN102373706B (en) | Middle pick hydraulic method prestressed centrifugally pile tube pile-sinking device and pile-sinking method thereof | |
| Li et al. | Construction technology of high-rise pile cap foundation of offshore wind power in Taiwan Strait | |
| CN104264679B (en) | A kind of electric power pylon basis heavy caliber Underwater pile construction method | |
| CN103046864B (en) | The overall drawing out soil equipment of a kind of pilum stake dry type | |
| CN206956713U (en) | Sea is non-to squeeze into type large diameter single pile foundation structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20171027 |
|
| RJ01 | Rejection of invention patent application after publication |