CN109853641A - A kind of test method of offshore wind farm sand compaction pile - Google Patents
A kind of test method of offshore wind farm sand compaction pile Download PDFInfo
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- CN109853641A CN109853641A CN201811597463.5A CN201811597463A CN109853641A CN 109853641 A CN109853641 A CN 109853641A CN 201811597463 A CN201811597463 A CN 201811597463A CN 109853641 A CN109853641 A CN 109853641A
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- 238000004873 anchoring Methods 0.000 claims abstract description 69
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Abstract
The invention discloses a kind of test methods of offshore wind farm sand compaction pile, comprising the following steps: test pile is set, the installation of compression test device, test platform is set up, the test of sand compaction pile Bearing Capacity of Composite Foundation, the test of sand compaction pile pile quality, mud face bump height detects and sand compaction pile sand sample laboratory test.When progress test pile sets step, 100 sand piles with arranged in squares are squeezed into underwater sandy soils；It carries out including reaction frame installation, loading system installation, baseline system installation and the installation of settlement measurement system when compression test device installation steps.It carries out when test platform sets up step using four anchoring piles as the brace foundation of test platform.It carries out including settlement measurement and soil pressure measurement when sand compaction pile Bearing Capacity of Composite Foundation testing procedure.It carries out using standard penetration test (SPT) when sand compaction pile pile quality testing procedure.Test method of the invention can determine that the bearing capacity of composite foundation, and grasp sets underwater sand compaction pile to the disturbance situation of the soil body.
Description
Technical field
The present invention relates to a kind of test methods of offshore wind farm sand compaction pile.
Background technique
Offshore wind farm has the characteristics that resourceful, gas-to electricity hourage height, clean and environmental protection and suitable large-scale development,
American-European countries turned to the emphasis of Wind Power Generation marine in recent years, and many large-scale wind electricity exploitations enterprise, device fabrication enterprise are just
Trying to explore offshore wind farm development.
With the raising of offshore wind farm construction level, the capacity of Wind turbines is also increasing, to structure security feature
It is required that it is higher and higher, especially to the requirement of bearing capacity of pile foundation.The method of bearing capacity of pile foundation characteristic is sought by experimental study
It is current effective means.Sand compaction pile replacement rate is bigger, and the drainage channel formed by it is better, and required consolidation time is fewer,
Therefore wind power foundation can be also used as.Due to China underwater sand compaction pile still in its infancy, for sand pile performance not yet
It understands fully completely, standard penetration test (SPT) is only through to sand compaction pile reinforcing soft ground effect and is measured.So carrying out underwater
The test of sand compaction pile reinforcing soft ground effect is very urgent and necessary.
Summary of the invention
A kind of test side of offshore wind farm sand compaction pile is provided it is an object of the invention to overcome the deficiencies of existing technologies
Method, it can help to grasp effect of the sand pile to ground bearing power increase, understand uplift of soil situation caused by sand pile is set, understand fully
Situations such as layer compression during inter-pile soil discharging consolidation, gain in strength, accumulates to obtain related data for engineering design
Experience improves construction efficiency, guarantees construction quality.
The object of the present invention is achieved like this: a kind of test method of offshore wind farm sand compaction pile, comprising the following steps:
Test pile is set, the installation of compression test device, test platform is set up, sand compaction pile Bearing Capacity of Composite Foundation is tested, sand compaction pile
Pile body mark passes through test, the detection of mud face bump height and sand compaction pile sand sample laboratory test；Wherein,
When carrying out the test pile and setting step, including sand pile is set and four anchoring piles and two reference stakes are set；
When sand pile is set, use underwater sand compaction pile ship in a manner of spacing 1.8m arranged in squares by 100 diameters
For 1.6m, the sand pile that length is 8m squeezes into underwater sandy soils, and depth of water absolute altitude is -32m；Sand pile is carried out according to following below scheme to set:
A. piling positioning, underwater sand compaction pile ship use the GPS being made of 3 groups of GPS receiving terminals on land GPS Base Station and ship
Measuring system positioning；
B. casing, pipe internal drainage are set, successively three sand pile casings of sinking, when sand pile casing is close to mud face, implemented low
Pressure Pressure water discharging；
C. when sand pile casing be self-possessed underground layer certain depth after, depressurize simultaneously fill sand into sand pile casing；
D. pressure injection sand pile casing is pressurizeed and holds close to processing soil layer bottom absolute altitude；
E. pressure is held, sand pile casing is above pulled out, mud column, end portion treatment in discharge pipe；
F. sand, pressurization injection sand pile casing to processing soil layer bottom absolute altitude are filled；
G. it fills sand, pull out sand pile casing in pressurization, sediment outflow forms certain altitude sand column；
H. pressurization and vibration is returned expanding, forms one section of sand compaction pile；
I. circulation fill sand, pressurization sediment outflow, form sand column, vibration is returned expanding, form whole sand compaction pile paragraph by paragraph；
When four anchoring piles and two reference stakes are set, according to the planar dimension 3.6m × 3.6m on Loading Plate basis, compacted
The periphery of sand pile center 3.6m × 3.6m sets four anchoring piles and two reference stakes；
When carrying out compression test device installation, including the installation of load board member, reaction frame installation, loading system peace
Dress, baseline system installation and the installation of settlement measurement system；
The total height of the load board member is 44m, including Loading Plate and the transmission rod for being connected to load plate top surface center；
Loading Plate is made of using reinforced concrete structure and upper and lower layer basis, and the planar dimension of subfoundation is 3.6m × 3.6m, high
Degree is 1.5m, and it is highly 1.0m that the planar dimension on upper layer basis, which is 2.4m × 2.4m,；Transmission rod uses diameter for the steel of 1.5m
Pipe；Load board member makes in processing space and processes, after the completion of sand pile and anchoring pile are set, after measuring absolute altitude, on transmission rod
The horizontal position-limited rack in middle layer and the horizontal position-limited rack of lower layer are welded, the horizontal position-limited rack of the horizontal position-limited rack in middle layer and lower layer is by four levels
Cross bar and four horizontal braces constitute and are in shape, and four angles of the horizontal position-limited rack of the horizontal position-limited rack in middle layer and lower layer are all connected with one
Anchoring pile anchor ear；The horizontal position-limited rack in upper layer is connected to four anchoring piles and power transmission pole anchor ear by power transmission pole anchor ear and four correspondingly
Between Horizontal limiting bar constitute；Also the bracket made of multilayer round bar connects four settlement measurement bars on transmission rod；Middle layer
The horizontal position-limited rack of Horizontal limiting frame and lower layer integral assembling on plate；
When load board member is installed, carried out by following process；
(1) leading truck is installed: first respectively placing a taper leading truck on the top of four anchoring piles；
(2) it lifts by crane: integrally being turned over the load board member on cargo ship using crane ship, until load board member is in vertical
It is sling again after state, is slowly moved to the overcentre of four anchoring piles；In the process, the support staff on crane ship utilizes traction rope
The lower part of traction load board member；
(3) sink: load board member is adjusted by traction rope, keep four anchoring pile anchor ears one of the horizontal position-limited rack of lower layer a pair of
Be directed at the leading truck of four anchoring piles with answering after, crane is slowly transferred, until the horizontal position-limited rack of the horizontal position-limited rack in middle layer and lower layer
On anchoring pile anchor ear all pack into anchoring pile；
(4) sink to the bottom placement: entire lifting decentralization process requires steady slow play, until load board member be smoothly seated it is crowded
On bed course at the top of close sand pile；After the entire complete settlement stability of load board member, four water of the horizontal position-limited rack in upper layer are welded
Flat gag lever post, then will withhold and unlock；
When reaction frame is installed, anchoring pile pile cover is respectively welded in the stake top of four anchoring piles, four anchoring piles are divided into pairs,
A side bar is fixed each by side bar anchoring pile connector and pull rod between two groups of anchoring pile pile covers, in the bottom surface of two side bars
A girder is connected with pull rod by main side bar connection frame between portion；
Loading system includes hydraulic jack and actuating system；Hydraulic jack system is by six hydraulic jacks in parallel
Top, a superpressure oil pump and corresponding oil piping system composition；Actuating system includes Loading Plate, transmission rod and disk；
Six jack of loading system are mounted between the top surface of transmission rod and the bottom surface of girder by two disks；
Two reference stakes are set sand independently of loading system, You Lianggen reference stake and datum line beam composition by baseline system
Stake reinforcing layer is not hereinafter, reach reference stake during loading is influenced by settlement of foundation and extraneous ship etc.；Datum line beam is by two
Channel steel composition, one end of two channel steels are fixed on a reference stake, and other end freely-supported is on another reference stake；
Settlement measurement system includes four displacement sensors being arranged symmetrically, and four displacement sensors are solid by Magnetic gauge stand
It is scheduled on datum line beam, and the data measured is transferred in signal acquiring system by signal wire；
When progress test platform sets up step, using four anchoring piles as the brace foundation of test platform；In four anchoring piles
Bracket is welded at corresponding absolute altitude, then four anchoring piles are divided into pairs, two branch are welded between the bracket of every group of anchoring pile
Channel steel is held, top layer channel steel is then welded on four supporting steels, then be laid with steel fabric sheet on top layer channel steel；
When carrying out sand compaction pile Bearing Capacity of Composite Foundation testing procedure, 62% replacement rate is carried out using Loading Plate loading method
The test of sand compaction pile Bearing Capacity of Composite Foundation, including following test item:
(1) settlement measurement: by pre-buried sedimentation bar, the sedimentation of Loading Plate is observed；Settlement measurement read time: load
In the process, survey reading is carried out by 5min, 15min, 30min, 45min, 60min in first hour of every grade of load application, after
It surveys and is read once every half an hour；When unloading, every grade of discharging quantity is twice of every grade of loading capacity, carries out equivalent and unloads step by step, every grade
Load maintains 30min, and it is 5min, 10min, 20min, 30min that read time is surveyed in rebound；After being offloaded to zero, it is stable that reading should be surveyed
Residual settlement amount, time 3h, survey read time between be divided into 30min；
(2) soil pressure measures: first passing through soil pressure cell in advance according to sand pile position on Loading Plate and installs nine earth pressure gauges；
Soil pressure cell is pre-buried in Loading Plate casting concrete, after the completion of Loading Plate pours, then installs earth pressure gauge；The electricity of earth pressure gauge
Cable guides to the top surface of Loading Plate by pvc pipe pre-buried in concrete, and leads to and collect data on test platform；
Soil pressure surveys read time: in loading procedure, surveying and reads once every half an hour in every grade of load maintenance；When unloading, often
Grade discharging quantity is twice of every grade of loading capacity, carries out equivalent and unloads step by step, and every grade of load maintains 60min, that is, surveys and read data；Unloading
To after zero, the data read when stablizing, time 3h should be surveyed；
Load is terminated when a period of time for following condition occur:
1. drop amount increased dramatically, occurs obvious Second Inflexion Point on load~subsidence curve；
2. accumulative settling amount has been greater than the 10% of load board width；
3. the settling amount of Loading Plate is greater than 2 times of previous stage load under certain grade of load action, and not yet stable through 24 hours；
4. total loading carrying capacity has reached design requirement value；
When carrying out the sand compaction pile pile quality testing procedure, detection is carried out using standard penetration test (SPT) and in Loading Plate
After loading method and Loading Plate hang after carry out；It is hammered using automatically-unhooked free-falling hammer method, standard penetrometer
It squeezes into soil after 15cm, start recording often squeezes into the blow counts of 10cm, tries using the accumulative blow counts for squeezing into 30cm as Standard piercing
Test blow counts；When blow counts are hit up to 50, and depth of penetration does not reach 30cm, records the practical depth of penetration that 50 hit and terminate examination
It tests；
When carrying out the mud face bump height detecting step, carried out using water-depth measurement method and including following process；
(1) sand pile sets completion, and after the completion of seabed flattens work, before anchoring pile is set, carries nothing with tender and tests
Damp sounding instrument carries out water-depth measurement, submarine elevation is obtained, as initial height value；
(2) it is completed in Loading Plate loading method, when standard penetration test (SPT) not yet carries out, carries out second of water-depth measurement；It is right
In test platform peripheral region, sounding instrument is carried using tender and carries out water-depth measurement；For in test platform region, using light
Just small raft carries without tidal observation sounding instrument and pulls completion water-depth measurement with rope；
It carries out including following process when the sand sample laboratory soil test step:
(1) underwater sand compaction pile is sampled and carries out grading analysis, provided grading curve, choose representative 3-
5 points, provide the physical property index of sand sample；
(2) carry out indoor unconfined compression strength test and direct shear test, the solid block peak value shearing resistance for providing sand sample are strong
Spend index and Undrained shear strength；
(3) three axis unconsolidated undrained test of the soil body and Triaxial wind velocity recorder are carried out to sand sample.
The test method of above-mentioned offshore wind farm sand compaction pile, wherein when carrying out the test pile and setting step, four anchors
The line of stake surrounds the square of 9m × 9m, and the spacing of two reference stakes is 12m.
The test method of above-mentioned offshore wind farm sand compaction pile, wherein carry out the underwater sand compaction pile pile quality and survey
Further include the test of the sand pile limit depth of penetration when try is rapid, absolute altitude when 0.2m/min is not more than with continuous 2.0min immersed tube rate
As the limit depth of penetration of underwater sand compaction pile, the SPT blow count of underwater sand compaction pile injection original soft soil foundation should be not less than 15
It hits.
The test method of above-mentioned offshore wind farm sand compaction pile, wherein when carrying out the sand sample laboratory soil test step
Process (3) when, also include the shearing test under 100kPa confining pressure.
The test method of offshore wind farm sand compaction pile of the invention, has the following characteristics that
(1) the bearing capacity of composite foundation can determine that, grasp sets underwater sand compaction pile to the disturbance situation of the soil body；
(2) the technological parameter and construction note for being completely suitble to this place geology, hydrologic condition are provided, are engineering sand pile work
Skill includes that the parameter selections such as the selection of sand material, sand pile diameter, sand pile spacing, back-up sand amount, hoisting depth, load time determination etc. mentions
For foundation and reference, to instruct large-area construction；
(3) the consolidation settlement characteristic under sand compaction pile particular design load long term is understood, to analyze in the future in processing
When data, influence of the fluctuation of water table to data variation is comprehensively considered.
The test method of offshore wind farm sand compaction pile of the invention uses height for the load board member of 44m, Loading Plate base
Plinth uses reinforced concrete structure 3.6*3.6m, needs in the depth of water to be 32m.Since the length of the load board member is carefully larger,
Easily unstability during installation process and test.Method of the invention is domestic initiation.
Detailed description of the invention
Fig. 1 is the plane of arrangement figure of test pile in the test method of offshore wind farm sand compaction pile of the invention；
Fig. 2 a is one kind when carrying out the installation of load board member in the test method of offshore wind farm sand compaction pile of the invention
State diagram；
Fig. 2 b is another when carrying out the installation of load board member in the test method of offshore wind farm sand compaction pile of the invention
Kind state diagram；
Fig. 3 a is the plan view for the test platform that the test method of offshore wind farm sand compaction pile of the invention uses；
Fig. 3 b is the elevation for the test platform that the test method of offshore wind farm sand compaction pile of the invention uses；
Fig. 4 a is the installation signal that compression test device is carried out in the test method of offshore wind farm sand compaction pile of the invention
Plan view；
Fig. 4 b is the A-A direction view in Fig. 4 a；
Fig. 5 is the installation site figure of earth pressure gauge that uses in the test method of offshore wind farm sand compaction pile of the invention.
Specific embodiment
The present invention will be further described with reference to the accompanying drawings.
Please refer to Fig. 1 to Fig. 5, the proved recipe method of offshore wind farm sand compaction pile of the invention, comprising the following steps: test pile is beaten
If, compression test device installation, test platform set up, sand compaction pile Bearing Capacity of Composite Foundation test, sand compaction pile pile quality
Test, the detection of mud face bump height and sand compaction pile sand sample laboratory test.
Test pile is carried out when setting step, including sand pile is set and four anchoring piles and two reference stakes are set；Sand pile is beaten
If when, use underwater sand compaction pile ship in a manner of spacing 1.8m arranged in squares by 100 diameters be 1.6m, length 8m
Sand pile 100 squeeze into underwater sandy soils, depth of water absolute altitude is -32m (see Fig. 1)；Sand pile is carried out according to following below scheme to set:
A. piling positioning, underwater sand compaction pile ship use the GPS being made of 3 groups of GPS receiving terminals on land GPS Base Station and ship
Measuring system positioning；To determine position, direction and posture of the hull in engineering coordinate system, so that it is determined that underwater sand compaction pile
Position；
B. casing, pipe internal drainage are set, successively three sand pile casings of sinking, when sand pile casing is close to mud face, implemented low
Pressure Pressure water discharging；
C. when sand pile casing be self-possessed underground layer certain depth after, depressurize simultaneously into sand pile casing fill 6~10m of sand3；
D. pressure injection sand pile casing is pressurizeed and holds close to processing soil layer bottom absolute altitude；
E. pressure is held, sand pile casing is above pulled out, mud column, end portion treatment in discharge pipe；
F. sand, pressurization injection sand pile casing to processing soil layer bottom absolute altitude are filled；
G. it fills sand, pull out sand pile casing in pressurization, sediment outflow forms certain altitude sand column；
H. pressurization and vibration is returned expanding, forms one section of sand compaction pile；
I. circulation fill sand, pressurization sediment outflow, form sand column, vibration is returned expanding, form whole sand compaction pile paragraph by paragraph.
When four anchoring piles and two reference stakes are set, according to planar dimension 3.6m × 3.6m of Loading Plate, in sand compaction pile
The periphery of center 3.6m × 3.6m sets four anchoring piles 200 and two reference stakes 300；The line of four anchoring piles 200 surround 9m ×
The square of 9m, the spacing of two reference stakes 300 are 12m.
When carrying out the installation of compression test device, including the installation of load board member, reaction frame installation, loading system installation, base
Barebone installation and the installation of settlement measurement system.
The total height of load board member is 44m, including Loading Plate 31 and the transmission rod for being connected to 31 top surface of Loading Plate center
32；Loading Plate 31 using reinforced concrete structure and being made of upper and lower layer basis, the planar dimension of subfoundation be 3.6m ×
3.6m is highly 1.5m, and it is highly 1.0m that the planar dimension on upper layer basis, which is 2.4m × 2.4m,；Transmission rod 32 use diameter for
The steel pipe of 1.5m；Load board member makes in processing space and processes, after the completion of sand pile 100 and anchoring pile 200 are set, through measuring absolute altitude
The horizontal position-limited rack 52 in middle layer and the horizontal position-limited rack 53 of lower layer, the horizontal position-limited rack 52 in middle layer and lower water are welded on transmission rod 32 afterwards
Flat position-limited rack 53 is made of four horizontal cross bars and four horizontal braces and is inShape, the horizontal position-limited rack 52 in middle layer and lower water
Four angles of flat position-limited rack 53 are all connected with an anchoring pile anchor ear 54；The horizontal position-limited rack 51 in upper layer by power transmission pole anchor ear and four one by one
The correspondingly connected Horizontal limiting bar between four anchoring piles and power transmission pole anchor ear is constituted；Also pass through multilayer round bar on transmission rod 32
Manufactured bracket 60 connects four settlement measurement bars 600；The horizontal position-limited rack 53 of the horizontal position-limited rack 52 in middle layer and lower layer is in plate
Upper integral assembling.
When load board member is installed, (see Fig. 2 a and Fig. 2 b) is carried out by following process；
(1) leading truck is installed: to guarantee that installation smoothly, is first respectively placed a taper on the top of four anchoring piles 200 and led
To frame 201；
(2) it lifts by crane: integrally being turned over the load board member on cargo ship using crane ship, until load board member is in vertical
It is sling again after state, is slowly moved to the overcentre of four anchoring piles 200；In the process, the support staff on crane ship utilizes and leads
The lower part of 500 traction load board member of messenger, prevents load board member from excessively putting and gets rid of, and Loading Plate member impacts is caused to damage；
(3) sink: load board member being adjusted by traction rope 500, makes four anchoring pile anchor ears of the horizontal position-limited rack 53 of lower layer
After 54 are directed at the leading truck 201 of four anchoring piles 200 correspondingly, crane is slowly transferred, until the horizontal position-limited rack 52 in middle layer
Anchoring pile 200 is all packed into the anchoring pile anchor ear 54 on the horizontal position-limited rack 53 of lower layer；
(4) sink to the bottom placement: entire lifting decentralization process requires steady slow play, until load board member be smoothly seated it is crowded
On the bed course 101 at close 100 top of sand pile；After the entire complete settlement stability of load board member, the horizontal position-limited rack 51 in upper layer is welded
Four Horizontal limiting bars, then will withhold and unlock.
When reaction frame is installed, anchoring pile pile cover 20 is respectively first welded in the stake top of four anchoring piles 200, four anchoring piles 200 are divided
At in pairs, a side bar is fixed each by side bar anchoring pile connector 21 and pull rod 22 between two groups of anchoring pile pile covers 20
23, in the middle part of the bottom surface of two side bars 23 between a girder 25 connected by main side bar connection frame 24 and pull rod 22.
Loading system includes hydraulic jack and actuating system；Hydraulic jack system is by six hydraulic jacks in parallel
30, a superpressure oil pump and corresponding oil piping system composition, actuating system includes Loading Plate 31, transmission rod 32 and disk
33, there are four sand piles 100 under Loading Plate 31.
Six jack 30 of loading system are mounted on the top surface of transmission rod 32 and the bottom of girder 25 by two disks 33
(see Fig. 3 a and Fig. 3 b) between face.
Two reference stakes are set sand independently of loading system, You Lianggen reference stake and datum line beam composition by baseline system
Stake reinforcing layer is not hereinafter, reach reference stake during loading is influenced by settlement of foundation and extraneous ship etc.；Datum line beam is by two
Channel steel composition, one end of two channel steels are fixed on a reference stake, and other end freely-supported is on another reference stake.
Settlement measurement system includes four displacement sensors being arranged symmetrically, and four angles of Loading Plate are drawn out to steel pipe
On test platform, the sedimentation of load plate is measured by four displacement sensors, and takes its average value for the settling amount of load plate, and four
Displacement sensor is fixed on datum line beam by Magnetic gauge stand, and the data measured are transferred to signal acquisition system by signal wire
In system.
When progress test platform sets up step, using four anchoring piles 200 as the brace foundation of test platform 400；Four
Bracket 26 is welded at the corresponding absolute altitude of root anchoring pile 200, then four anchoring piles 200 are divided into pairs, in the bracket of every group of anchoring pile
Two supporting steels 27 are welded between 26, top layer channel steel 28 are then welded on four supporting steels 27, then in top layer channel steel 28
Upper laying steel fabric sheet 40 (see Fig. 4 a and Fig. 4 b).
When carrying out sand compaction pile Bearing Capacity of Composite Foundation testing procedure, 62% replacement rate is carried out using Loading Plate loading method
The test of sand compaction pile Bearing Capacity of Composite Foundation, including following test item:
(1) settlement measurement: the sedimentation of Loading Plate is observed by pre-buried sedimentation bar；Six jack of loading system
Load is transmitted to Loading Plate, composite foundation is loaded using Loading Plate, anchor is transferred the load to by disk and reaction frame
Stake is simultaneously finally dissipated in foundation soil；Load is automatically controlled by pile foundation static load tester, is checked by precision pressure gauge；Settling amount
It surveys read time: in loading procedure, pressing 5min, 15min, 30min, 45min, 60min in first hour that every grade of load applies
Survey reading is carried out, surveys and reads once every half an hour later；When unloading, every grade of discharging quantity is twice of every grade of loading capacity, carries out equivalent
It unloads step by step, every grade of load maintains 30min, and it is 5min, 10min, 20min, 30min that read time is surveyed in rebound；After being offloaded to zero,
The stable residual settlement amount read should be surveyed, time 3h is surveyed between read time and is divided into 30min.
(2) soil pressure measures: first passing through soil pressure cell 51 in advance according to sand pile position on Loading Plate and installs nine soil pressures
Count 50 (see Fig. 5)；Soil pressure cell 51 is pre-buried in Loading Plate casting concrete, after the completion of Loading Plate pours, then installs soil pressure
Meter 50；The cable of earth pressure gauge 50 guides to the top surface of Loading Plate by pvc pipe pre-buried in concrete, and leads to test platform
Data are collected on 400；
Soil pressure surveys read time: in loading procedure, surveying and reads once every half an hour in every grade of load maintenance；When unloading, often
Grade discharging quantity is twice of every grade of loading capacity, carries out equivalent and unloads step by step, and every grade of load maintains 60min, that is, surveys and read data；Unloading
To after zero, the data read when stablizing, time 3h should be surveyed.
Load is terminated when a period of time for following condition occur:
1. drop amount increased dramatically, occurs obvious Second Inflexion Point on load~subsidence curve；
2. accumulative settling amount has been greater than the 10% of load board width；
3. the settling amount of Loading Plate is greater than 2 times of previous stage load under certain grade of load action, and not yet stable through 24 hours；
4. total loading carrying capacity has reached design requirement value.
When carrying out sand compaction pile pile quality testing procedure, detection is carried out using standard penetration test (SPT) and is loaded in Loading Plate
After method and Loading Plate hang after carry out；It is hammered using automatically-unhooked free-falling hammer method, standard penetrometer is squeezed into
In soil after 15cm, start recording often squeezes into the blow counts of 10cm, hammers into shape using the accumulative blow counts for squeezing into 30cm as standard penetration test (SPT)
Hit number；When blow counts are hit up to 50, and depth of penetration does not reach 30cm, practical depth of penetration and termination test that record 50 is hit.
The relationship between counting is hit to obtain underwater sand compaction pile immersed tube rate and soil layer absolute altitude, guarantees underwater sand compaction pile bottom
Absolute altitude meets the design requirement of foundation stabilization, Ying Jinhang limit depth of penetration and expanding ability test；
Underwater sand compaction pile limit depth of penetration is measured, mark when 0.2m/min is not more than with continuous 2.0min immersed tube rate
The high limit depth of penetration as underwater sand compaction pile determines the formulating rules of underwater sand compaction pile design bottom absolute altitude；It is underwater to squeeze
The SPT-N value of close sand pile injection original soft soil foundation should be hit not less than 15.
When carrying out mud face bump height detecting step, carried out using water-depth measurement method and including following process；
(1) sand pile sets completion, and after the completion of seabed flattens work, before anchoring pile is set, carries nothing with tender and tests
Damp sounding instrument carries out water-depth measurement, submarine elevation is obtained, as initial height value；
(2) it is completed in Loading Plate loading method, when standard penetration test (SPT) not yet carries out, carries out second of water-depth measurement；It is right
In test platform peripheral region, sounding instrument is carried using tender and carries out water-depth measurement；For in test platform region, using light
Just small raft carries without tidal observation sounding instrument and pulls completion water-depth measurement with rope.
Include following process when progress sand sample laboratory soil test step:
(1) underwater sand compaction pile is sampled and carries out grading analysis, provided grading curve, choose representative 3-
5 points, provide the physical property index of sand sample, including natural moisture content, density, severe, void ratio, specific gravity, saturation degree, opposite
Compactness etc.；
(2) carry out indoor unconfined compression strength test and direct shear test, the solid block peak value shearing resistance for providing sand sample are strong
Spend index and Undrained shear strength；
(3) three axis unconsolidated undrained test (UU) of the soil body and Triaxial wind velocity recorder (CU) are carried out to sand sample, given
UU intensity index and CU intensity index (total stress and effective stress intensity index) out；It is provided according to the comprehensive analysis of test result
Poor (the σ 1- σ 3) max and corresponding strain stress max of bursting stress of three axis UU, CU test, and (σ 1- σ 3) corresponding strain of max/2
Value ε 50；Above-mentioned triaxial test includes the shearing test under 100kPa (but being not limited to) confining pressure.
Above embodiments are used for illustrative purposes only, rather than limitation of the present invention, the technology people in relation to technical field
Member, without departing from the spirit and scope of the present invention, can also make various transformation or modification, therefore all equivalent
Technical solution also should belong to scope of the invention, should be limited by each claim.
Claims (4)
1. a kind of test method of offshore wind farm sand compaction pile, comprising the following steps: test pile is set, compression test device is pacified
Dress, test platform are set up, sand compaction pile Bearing Capacity of Composite Foundation is tested, sand compaction pile pile body mark passes through test, mud face bump height
Detection and sand compaction pile sand sample laboratory test；It is characterized in that,
When carrying out the test pile and setting step, including sand pile is set and four anchoring piles and two reference stakes are set；
When sand pile is set, use underwater sand compaction pile ship in a manner of spacing 1.8m arranged in squares be by 100 diameters
1.6m, the sand pile that length is 8m squeeze into underwater sandy soils, and depth of water absolute altitude is -32m；Sand pile is carried out according to following below scheme to set:
A. piling positioning, underwater sand compaction pile ship is used to be measured by the GPS that 3 groups of GPS receiving terminals form on land GPS Base Station and ship
System positioning；
B. casing, pipe internal drainage are set, successively three sand pile casings of sinking, when sand pile casing is close to mud face, implements low-pressure
Pressure water discharging；
C. when sand pile casing be self-possessed underground layer certain depth after, depressurize simultaneously fill sand into sand pile casing；
D. pressure injection sand pile casing is pressurizeed and holds close to processing soil layer bottom absolute altitude；
E. pressure is held, sand pile casing is above pulled out, mud column, end portion treatment in discharge pipe；
F. sand, pressurization injection sand pile casing to processing soil layer bottom absolute altitude are filled；
G. it fills sand, pull out sand pile casing in pressurization, sediment outflow forms certain altitude sand column；
H. pressurization and vibration is returned expanding, forms one section of sand compaction pile；
I. circulation fill sand, pressurization sediment outflow, form sand column, vibration is returned expanding, form whole sand compaction pile paragraph by paragraph；
When four anchoring piles and two reference stakes are set, according to the planar dimension 3.6m × 3.6m on Loading Plate basis, in sand compaction pile
The periphery of center 3.6m × 3.6m sets four anchoring piles and two reference stakes；
When carrying out compression test device installation, including the installation of load board member, reaction frame installation, loading system installation, base
Barebone installation and the installation of settlement measurement system；
The total height of the load board member is 44m, including Loading Plate and the transmission rod for being connected to load plate top surface center；Load
Plate is made of using reinforced concrete structure and upper and lower layer basis, and the planar dimension of subfoundation is 3.6m × 3.6m, is highly
The planar dimension of 1.5m, upper layer basis are 2.4m × 2.4m, are highly 1.0m；Transmission rod uses diameter for the steel pipe of 1.5m；Lotus
Support plate component makes in processing space and processes, after the completion of sand pile and anchoring pile are set, after measuring absolute altitude, on transmission rod in welding
The layer Horizontal limiting frame and horizontal position-limited rack of lower layer, the horizontal position-limited rack of the horizontal position-limited rack in middle layer and lower layer by four horizontal cross bars and
Four horizontal braces constitute and are in shape, and four angles of the horizontal position-limited rack of the horizontal position-limited rack in middle layer and lower layer are all connected with an anchoring pile and embrace
Hoop；The horizontal position-limited rack in upper layer is connected between four anchoring piles and power transmission pole anchor ear correspondingly by power transmission pole anchor ear and four
Horizontal limiting bar is constituted；Also the bracket made of multilayer round bar connects four settlement measurement bars on transmission rod；Middle layer level limit
Position frame and the horizontal position-limited rack of the lower layer integral assembling on plate；
When load board member is installed, carried out by following process；
(1) leading truck is installed: first respectively placing a taper leading truck on the top of four anchoring piles；
(2) it lifts by crane: integrally being turned over the load board member on cargo ship using crane ship, until load board member state in a vertical shape
It slings again afterwards, is slowly moved to the overcentre of four anchoring piles；In the process, the support staff on crane ship utilizes traction wire saws
The lower part of load board member；
(3) sink: load board member being adjusted by traction rope, makes four anchoring pile anchor ears of the horizontal position-limited rack of lower layer correspondingly
After being directed at the leading truck of four anchoring piles, crane is slowly transferred, until on the horizontal position-limited rack of the horizontal position-limited rack in middle layer and lower layer
Anchoring pile anchor ear all packs into anchoring pile；
(4) sink to the bottom placement: entire lifting decentralization process requires steady slow play, until load board member is smoothly seated compacted sand
On the bed course in stake top portion；After the entire complete settlement stability of load board member, the horizontal limit of four of the welding horizontal position-limited rack in upper layer
Position bar, then will withhold and unlock；
When reaction frame is installed, anchoring pile pile cover is respectively welded in the stake top of four anchoring piles, four anchoring piles are divided into pairs, two
Each by side bar anchoring pile connector and pull rod fix a side bar between group anchoring pile pile cover, in the middle part of the bottom surface of two side bars it
Between a girder connected with pull rod by main side bar connection frame；
Loading system includes hydraulic jack and actuating system；Hydraulic jack system is by six hydraulic jacks in parallel, one
Platform superpressure oil pump and corresponding oil piping system composition；Actuating system includes Loading Plate, transmission rod and disk；
Six jack of loading system are mounted between the top surface of transmission rod and the bottom surface of girder by two disks；
Two reference stakes are set sand pile and added by baseline system independently of loading system, You Lianggen reference stake and datum line beam composition
Gu layer is not hereinafter, reach reference stake during loading is influenced by settlement of foundation and extraneous ship etc.；Datum line beam is by two channel steels
Composition, one end of two channel steels are fixed on a reference stake, and other end freely-supported is on another reference stake；
Settlement measurement system includes four displacement sensors being arranged symmetrically, and four displacement sensors are fixed on by Magnetic gauge stand
On datum line beam, and the data measured are transferred in signal acquiring system by signal wire；
When progress test platform sets up step, using four anchoring piles as the brace foundation of test platform；It is corresponding in four anchoring piles
Absolute altitude at weld bracket, then four anchoring piles are divided into pairs, two support slots are welded between the bracket of every group of anchoring pile
Then steel welds top layer channel steel on four supporting steels, then is laid with steel fabric sheet on top layer channel steel；
When carrying out sand compaction pile Bearing Capacity of Composite Foundation testing procedure, it is compacted that 62% replacement rate is carried out using Loading Plate loading method
Experiment of Sand Column Composite Foundation bearingtest, including following test item:
(1) settlement measurement: by pre-buried sedimentation bar, the sedimentation of Loading Plate is observed；Settlement measurement read time: loading procedure
In, by 5min, 15min, 30min, 45min, 60min carry out survey reading in first hour that every grade of load applies, later every
Half an hour, which surveys, reads once；When unloading, every grade of discharging quantity is twice of every grade of loading capacity, carries out equivalent and unloads step by step, every grade of load
30min is maintained, it is 5min, 10min, 20min, 30min that read time is surveyed in rebound；After being offloaded to zero, it should survey and read stable remnants
Settling amount, time 3h, survey read time between be divided into 30min；
(2) soil pressure measures: first passing through soil pressure cell in advance according to sand pile position on Loading Plate and installs nine earth pressure gauges；Soil pressure
Power box is pre-buried in Loading Plate casting concrete, after the completion of Loading Plate pours, then installs earth pressure gauge；The cable of earth pressure gauge is logical
It crosses pvc pipe pre-buried in concrete and guides to the top surface of Loading Plate, and lead to and collect data on test platform；
Soil pressure surveys read time: in loading procedure, surveying and reads once every half an hour in every grade of load maintenance；When unloading, every grade is unloaded
Carrying capacity is twice of every grade of loading capacity, carries out equivalent and unloads step by step, and every grade of load maintains 60min, that is, surveys and read data；It is offloaded to zero
Afterwards, the data read when stablizing, time 3h should be surveyed；
Load is terminated when a period of time for following condition occur:
1. drop amount increased dramatically, occurs obvious Second Inflexion Point on load~subsidence curve；
2. accumulative settling amount has been greater than the 10% of load board width；
3. the settling amount of Loading Plate is greater than 2 times of previous stage load under certain grade of load action, and not yet stable through 24 hours；
4. total loading carrying capacity has reached design requirement value；
When carrying out the sand compaction pile pile quality testing procedure, detection is carried out using standard penetration test (SPT) and is loaded in Loading Plate
After method and Loading Plate hang after carry out；It is hammered using automatically-unhooked free-falling hammer method, standard penetrometer is squeezed into
In soil after 15cm, start recording often squeezes into the blow counts of 10cm, hammers into shape using the accumulative blow counts for squeezing into 30cm as standard penetration test (SPT)
Hit number；When blow counts are hit up to 50, and depth of penetration does not reach 30cm, practical depth of penetration and termination test that record 50 is hit；
When carrying out the mud face bump height detecting step, carried out using water-depth measurement method and including following process；
(1) sand pile sets completion, and after the completion of seabed flattens work, before anchoring pile is set, is carried with tender and surveyed without tidal observation
Deep instrument carries out water-depth measurement, submarine elevation is obtained, as initial height value；
(2) it is completed in Loading Plate loading method, when standard penetration test (SPT) not yet carries out, carries out second of water-depth measurement；For examination
Platform peripheral region is tested, sounding instrument is carried using tender and carries out water-depth measurement；For in test platform region, using light small
Raft carries without tidal observation sounding instrument and pulls completion water-depth measurement with rope；
It carries out including following process when the sand sample laboratory soil test step:
(1) underwater sand compaction pile is sampled and carries out grading analysis, provide grading curve, choose representative 3-5
Point provides the physical property index of sand sample；
(2) carry out indoor unconfined compression strength test and direct shear test, the solid block peak shear strength for providing sand sample refer to
Mark and Undrained shear strength；
(3) three axis unconsolidated undrained test of the soil body and Triaxial wind velocity recorder are carried out to sand sample.
2. the test method of offshore wind farm sand compaction pile according to claim 1, which is characterized in that carry out the test pile
When setting step, the line of four anchoring piles surrounds the square of 9m × 9m, and the spacing of two reference stakes is 12m.
3. the test method of offshore wind farm sand compaction pile according to claim 1, which is characterized in that carry out described underwater crowded
Further include the test of the sand pile limit depth of penetration when close sand pile pile quality testing procedure, is not more than with continuous 2.0min immersed tube rate
Limit depth of penetration of the absolute altitude as underwater sand compaction pile when 0.2m/min, the mark of underwater sand compaction pile injection original soft soil foundation
It passes through and hits number and should hit not less than 15.
4. the test method of offshore wind farm sand compaction pile according to claim 1, which is characterized in that carry out the sand sample room
It also include the shearing test under 100kPa confining pressure when process (3) when interior soil test step.
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| CN112663687A (en) * | 2020-11-23 | 2021-04-16 | 中交第一航务工程局有限公司 | Load testing system and method |
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| CN102061712A (en) * | 2010-12-30 | 2011-05-18 | 中交第三航务工程局有限公司 | Underwater sand conpaction pile composite foundation test system |
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| CN102061712A (en) * | 2010-12-30 | 2011-05-18 | 中交第三航务工程局有限公司 | Underwater sand conpaction pile composite foundation test system |
| CN108060670A (en) * | 2017-11-27 | 2018-05-22 | 开普天（上海）岩土科技有限公司 | Sand compaction pile pile dynamic management system and sand compaction pile pile dynamic management approach |
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| CN112663687A (en) * | 2020-11-23 | 2021-04-16 | 中交第一航务工程局有限公司 | Load testing system and method |
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Address after: 200032 No. 139, Xuhui District, Shanghai, Pingjiang Road Patentee after: CCCC THIRD HARBOR ENGINEERING Co.,Ltd. Patentee after: CCCC Third Aviation Bureau Sixth Engineering (Xiamen) Co., Ltd. Patentee after: XIAMEN BRANCH OF CCCC THIRD HARBOR ENGINEERING Co.,Ltd. Address before: 200032 No. 139, Xuhui District, Shanghai, Pingjiang Road Patentee before: CCCC THIRD HARBOR ENGINEERING Co.,Ltd. Patentee before: CCCC Sanya (Xiamen) Engineering Co.,Ltd. Patentee before: XIAMEN BRANCH OF CCCC THIRD HARBOR ENGINEERING Co.,Ltd. |