CN209603167U - A kind of offshore wind turbine gravity type foundation composite foundation - Google Patents
A kind of offshore wind turbine gravity type foundation composite foundation Download PDFInfo
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- CN209603167U CN209603167U CN201822187687.0U CN201822187687U CN209603167U CN 209603167 U CN209603167 U CN 209603167U CN 201822187687 U CN201822187687 U CN 201822187687U CN 209603167 U CN209603167 U CN 209603167U
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Abstract
The utility model relates to a kind of offshore wind turbine gravity type foundation composite foundations.The composite foundation, including sand compaction pile, sand compaction pile lower end pass through Soft Soil Layer and enter hard stratum, and sand compaction pile upper end is equipped with mattress layer, and mattress layer is equipped with gravity type foundation and riprap protection, and riprap protection is at gravity type foundation edge and extends outwardly；By carrying out sand compaction pile reinforcing to weak soil sea bed a certain range region, sand pile and weak soil layer soil body is set to cooperatively form composite foundation, to meet requirement of the gravity type foundation to foundation bearing capacity.By improving the foundation bearing capacity of essential bearing stratum and the stability of blower foundation, so that gravity type foundation is can be applied to the weak soil sea bed sea area in China, to reduce the cost of offshore foundation to the progress sand compaction pile reinforcing of seat in the plane weak soil sea bed is drafted.
Description
Technical field
The present invention relates to offshore wind farm blower foundation technical fields, multiple more particularly, to a kind of offshore wind turbine gravity type foundation
Close ground.
Background technique
In the environment of the whole world pays high attention to and develops low-carbon economy, wind-power electricity generation is huge as renewable energy market potential
Greatly.Although offshore wind farm is started late, but stability by sea wind resource and the characteristics of big generated output, and offshore wind farm is close
It is developed rapidly all over the world over year.The blower foundation of offshore wind farm is mainly the following pattern at present: single-pile foundation is led
Pipe support basis, High-Rise Pile Cap Foundation, gravity type foundation etc..
Offshore wind farm starting in China's is undergoing using Donghai Bridge offshore wind farm test wind field as milestone from intertidal zone
Gradually to coastal waters shallow water, the developing stage in far-reaching sea area.It is mostly the relatively hard chiltern of soil layer compared to European offshore wind park area
Sea bed, substantially by washing away the muddy soft soil sea bed formed, engineering mechanics property is poor in Deposits in Eastern Coastal China region.Therefore I
The offshore wind turbine foundation of state generally selects the foundation pattern of single pile, grouped piles cap and jacket, by squeezing into soil depth and stake
Embedding rock is held to improve bearing capacity of pile foundation.Marine guidance piling operation window phase is short, and difficulty of construction is larger, blower foundation project cost also phase
To higher.
Gravity type foundation relies primarily on self weight to resist the effect that wind, wave, stream generate jointly, maintains blower and self structure
Stabilization, suitable for the depth of water be no more than 25m greater coasting area.Compared to marine guidance piling, gravity type foundation is in difficulty of construction and economy
Property aspect have certain advantage.It but is the geology of muddy soft soil layer for China sea bed surface layer, subsoil cannot be made
For basic supporting course, gravity type foundation is difficult to apply in weak soil sea bed sea area.
At present it is the geology of muddy soft soil layer for China sea bed surface layer, is generally adopted by the side of cement mixing method
Method.Deep Mixing Method is suitable for handling the mud and muck soil, silt, saturation loess, plain fill, cohesive soil of normal consolidation
And the grounds such as saturation loosening sand without flowing underground water.It is found during marine site operation, the method for mixing cement and soil into pile pair
In in build-in knot or flow regime, and the mud or muck soil of thicker soil, actual treatment fall flat.Water
The stake diameter of soil mixing pile is often smaller, needs to improve foundation bearing capacity, the construction period is longer by arranging closeer stake.
Summary of the invention
In order to solve the above problem, the present invention provides a kind of offshore wind turbine gravity type foundation composite foundation, by weak soil sea
Bed a certain range region carries out sand compaction pile reinforcing, and sand pile and weak soil layer soil body is made to cooperatively form composite foundation, to meet
Requirement of the gravity type foundation to foundation bearing capacity.
The technical solution adopted by the present invention is that: a kind of offshore wind turbine gravity type foundation composite foundation, including sand compaction pile,
Be characterized in that: the sand compaction pile lower end passes through Soft Soil Layer and enters hard stratum, and the sand compaction pile upper end is equipped with mattress layer, institute
Mattress layer is stated equipped with gravity type foundation and riprap protection, the riprap protection is at gravity type foundation edge and extends outwardly；Institute
The stake diameter d for stating sand compaction pile is 0.5m~1.5m, and the long l of the stake of sand compaction pile is 10m, and the stake distance s of sand compaction pile meet:
fspk=[1+m (n-1)] fsk
Wherein: m, stake soil area replacement ratio；N, composite foundation pile-soil stress ratio；fsk, inter-pile soil bearing capacity feature after processing
Value；fspk, Bearing Capacity of Composite Foundation.
Preferably, the sand compaction pile is laid out pile using square, m=d2/(1.13s)2, determine stake distance s.
Preferably, the reinforcing scope of the sand compaction pile is mattress layer and riprap protection lower zone and riprap protection
Edge extends outwardly 2m range.
Further, the mattress layer is with a thickness of 0.3m, range is gravity type ground beneath and edge extends outwardly 0.3m.
A kind of offshore wind turbine gravity type foundation treatment process of composite foundation, comprising the following steps:
A, to seat in the plane progress geologic prospect is drafted, the foundation bearing capacity f of surface layer Soft Soil Layer is determinedsk1；And according to drafting seat in the plane
The characteristics of soft clay of sea bed, selection sand type, grain composition and construction technology, production sand compaction pile carry out laboratory test and existing
Field test, to determine the applicability of the material of body of a pile and construction technology selected；
B, according to gravity type foundation under the effect of extreme load operating condition, the maximum crushing stress p that substrate is subject to, after determining processing
Bearing Capacity of Composite Foundation required value fspk；
Determine that the reinforcing scope, stake diameter, stake of sand compaction pile be long and stake spacing:
The reinforcing scope of sand compaction pile: greater than riprap protection boundary of works area；
The stake diameter d of sand compaction pile: it is selected according to execution conditions；
The long l of the stake of sand compaction pile: sand compaction pile need to pass through Soft Soil Layer and enter hard stratum, and meet foundation settlement deformation
It is required that；
The stake distance s of sand compaction pile:
According to fspk=[1+m (n-1)] fskDetermine stake soil area replacement ratio m,
Wherein: m, stake soil area replacement ratio；N, composite foundation pile-soil stress ratio；fsk, inter-pile soil bearing capacity feature after processing
Value；fspk, Bearing Capacity of Composite Foundation；
According to different pile arrangements, the relationship of stake soil area replacement ratio m and stake distance s and stake diameter d, and then between determining stake
Away from s；
C, the sand compaction pile reinforcing scope that is determined according to step B, stake diameter, stake be long and stake spacing, the material for using step A selected
Material and construction technology carry out sand compaction pile site operation；
D, after sand compaction pile reaches design strength, foundation bearing capacity detection is carried out to reinforcing area, detection reaches design and holds
After carrying force request, the design above soil layer of stake top is excavated, mattress layer is set in stake top, and leveling is carried out to mattress layer surface；
E, gravity type foundation is installed；
F, riprap protection measure is taken at gravity type foundation edge.
Preferably, material of body of a pile is the medium coarse sand of 5~8m/d of permeability in step A, wherein the sand greater than 0.5mm contains
Amount accounts for 50% of total weight or more, and clay content is less than 3%.
Preferably, in step B, the reinforcing scope of sand compaction pile is that riprap protection edges of regions extends outwardly 2m.
Preferably, the stake diameter of the sand compaction pile is 0.5m~1.5m in step B.
Preferably, the long l of the stake of the sand compaction pile is 10m in step B.
Preferably, sand compaction pile is laid out pile using square in step B, m=d2/(1.13s)2, determine stake distance s.
Preferably, for the mattress layer with a thickness of 0.3m, range is that gravity type ground beneath and edge are outside in step D
Extend 0.3m.
Preferably, the mattress layer is graded broken stone mattress layer in step D.
Further, in step F, extend within the scope of 10m at gravity type foundation edge and take riprap protection measure.
The beneficial effect that the present invention obtains is: by improving to the progress sand compaction pile reinforcing of seat in the plane weak soil sea bed is drafted
The foundation bearing capacity of essential bearing stratum and the stability of blower foundation make gravity type foundation can be applied to the weak soil sea bed in China
Sea area, to reduce the cost of offshore foundation.
Detailed description of the invention
Fig. 1 is the structural diagram of the present invention；
Fig. 2 is the floor plan of sand compaction pile；
In figure: 1, sand compaction pile；2, mattress layer；3, gravity type foundation；4, jackstone is protected；5, Soft Soil Layer；6, hard stratum.
Specific embodiment
The present invention will be further explained in the following with reference to the drawings and specific embodiments.
As shown in Figs. 1-2, certain offshore sea waters sea bed surface layer is muddy soft soil layer 5, and Soft Soil Layer 5 is below hard stratum 6, In
It is reinforced in reinforcing scope using sand compaction pile 1, the stake top of sand compaction pile 1 is equipped with mattress layer 2, installs weight on mattress layer 2
Power formula basis 3, and riprap protection 4 is done in edge of foundation range.
In this example, live seabed conditions: upper layer is muddy soft soil layer, thick 8m, foundation bearing capacity (fsk1) it is 80kPa,
Soil layer side friction (qs1) it is 20kPa；Subsoil is clay layer (hard stratum), thick 20m, foundation bearing capacity (fsk2) it is 140kPa,
Soil layer side friction (qs2) it is 65kPa, end resistance (qp) it is 1200kPa.
The weight of gravity type foundation is 3120t, and substrate is circle, diameter 27m, area of base (Ap)572.3m2；Blower pole
End load case acts on the moment load M=160000kN.m of substrate, and substrate maximum crushing stress p=210kPa is calculated,
Greater than Soft Soil Layer foundation bearing capacity 80kPa, need to carry out sand compaction pile reinforcing to soft soil foundation.Weak soil soil layer bearing capacity after reinforcing
(fspk) required that 210kPa or more should be reached according to upper load.
According to seabed soil characteristic and construction machinery condition, the material of body of a pile that selects for 5~8m/d of permeability medium coarse sand,
Wherein the sand content greater than 0.5mm accounts for 50% of total weight or more, and clay content is less than 3%.Pile is carried out using sand compaction pile ship
Vibration sinking tube technique, 3 progress piling experiments of driving piles before constructing grasp its construction technology and pile pipe height of lifting, push height
Degree pushes the technical parameters such as close time that shake.
The stake diameter of sand compaction pile is selected according to execution conditions: stake diameter d=1.5m, stake perimeter up=4.71m.Reinforcing pile it is long and
Stake distance s are determined by calculation, and calculation method is referring to " building foundation treatment technical specification " (JGJ220-2012).
Reinforcing pile is long in this example and stake spacing determines that principle is as follows:
The first step determines that stake is long:
According to seat in the plane seabed conditions, reinforcing pile length need to pass through Soft Soil Layer, and enter hard stratum thickness and be not less than 2m, and meet
The requirement of foundation settlement deformation, thereby determines that a length of 10m of stake.
Second step determines stake spacing:
By fspk=[1+m (n-1)] fsk, area replacement ratio m can be acquired
Wherein: m-stake soil area replacement ratio；N-composite foundation pile-soil stress ratio, can use 2.0~4.0 for cohesive soil,
For sand, silt desirable 1.5~3.0, this example n takes 2.0；fsk1Inter-pile soil characteristic load bearing capacity after-processing, this example fsk
Take 140kPa；fspk- Bearing Capacity of Composite Foundation, this example fspkTake 210kPa；
I.e.
In the present embodiment, laid out pile using square,
I.e. stake distance s are 1.8m
In this example, upper layer weak soil thickness 8m, sand compaction pile stake diameter 1.5m, the long 10m of stake.Square lays out pile, between pile center
Away from 1.8m, 210kPa can be increased to from 80kPa by reinforcing groundwork bearing capacity.The reinforcing scope of sand compaction pile is below riprap protection
And edge extends outwardly 2m, in the present embodiment, sand compaction pile reinforcing scope is 40m × 40m, is calculated, can satisfy compacted soil
The requirement of the antidumping of body entirety and stability against slope.
Sand compaction pile construction is carried out drafting seat in the plane, when construction should follow strictly equipment positioning → pile pipe is sunk to → and add sand material
The processes such as → tube drawing → pile pipe pushing → tube drawing guarantee that filling sand amount meets design requirement, and pile body is continuously closely knit；After the completion of construction,
Foundation bearing capacity detection is carried out to reinforcing area；After detection meets design bearing capacity requirement, the design above soil layer of stake top is removed, so
It is laid with graded broken stone mattress layer in stake top afterwards, and levelling to mattress layer surface；Gravity type foundation, cotton-padded mattress are finally installed on mattress layer
Cushion thickness is 0.3m, mattress layer boundary of works area is gravity type ground beneath and edge extends outwardly 0.3m.To prevent basic week
Soil layer scour is enclosed, extends within the scope of 10m along edge of foundation and takes riprap protection measure.
Basic principle and key structural feature of the invention has been shown and described above.The present invention is not by the limit of examples detailed above
System, without departing from the spirit and scope of the present invention, various changes and improvements may be made to the invention, these changes and improvements
It both falls in the range of claimed invention.The claimed scope of the invention is by appended claims and its equivalent
It defines.
Claims (5)
1. a kind of offshore wind turbine gravity type foundation composite foundation, including sand compaction pile, it is characterised in that: the sand compaction pile lower end
It passes through Soft Soil Layer and enters hard stratum thickness not less than 2m, the sand compaction pile upper end is equipped with mattress layer, sets on the mattress layer
There are gravity type foundation and riprap protection, the riprap protection is at gravity type foundation edge and extends outwardly；The sand compaction pile
Stake diameter d is 0.5m~1.5m, and the stake distance s of sand compaction pile meet:
fspk=[1+m (n-1)] fsk；M=d2/(1.13s)2
Wherein: m, stake soil area replacement ratio；N, composite foundation pile-soil stress ratio；fsk, inter-pile soil characteristic load bearing capacity after processing；
fspk, Bearing Capacity of Composite Foundation.
2. offshore wind turbine gravity type foundation composite foundation according to claim 1, it is characterised in that: the sand compaction pile is adopted
It is laid out pile with square, m=d2/(1.13s)2, determine stake distance s.
3. offshore wind turbine gravity type foundation composite foundation according to claim 1, it is characterised in that: the stake of sand compaction pile is long
L is 10m.
4. offshore wind turbine gravity type foundation composite foundation according to claim 1, it is characterised in that: the sand compaction pile
2m range that reinforcing scope is mattress layer and riprap protection lower zone and riprap protection edge extends outwardly.
5. offshore wind turbine gravity type foundation composite foundation according to any one of claims 1 to 4, it is characterised in that: described
Mattress layer is with a thickness of 0.3m, range is gravity type ground beneath and edge extends outwardly 0.3m.
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| CN201822187687.0U CN209603167U (en) | 2018-12-25 | 2018-12-25 | A kind of offshore wind turbine gravity type foundation composite foundation |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109853608A (en) * | 2018-12-25 | 2019-06-07 | 长江勘测规划设计研究有限责任公司 | A kind of offshore wind turbine gravity type foundation composite foundation and its processing method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109853608A (en) * | 2018-12-25 | 2019-06-07 | 长江勘测规划设计研究有限责任公司 | A kind of offshore wind turbine gravity type foundation composite foundation and its processing method |
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