CN108149720B - The test deviation correcting device and method that a kind of pair of oblique model pile foundation is rectified a deviation - Google Patents
The test deviation correcting device and method that a kind of pair of oblique model pile foundation is rectified a deviation Download PDFInfo
- Publication number
- CN108149720B CN108149720B CN201711275536.4A CN201711275536A CN108149720B CN 108149720 B CN108149720 B CN 108149720B CN 201711275536 A CN201711275536 A CN 201711275536A CN 108149720 B CN108149720 B CN 108149720B
- Authority
- CN
- China
- Prior art keywords
- pile foundation
- model pile
- test
- deviation
- load
- 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.)
- Expired - Fee Related
Links
- 238000012360 testing method Methods 0.000 title claims abstract description 54
- 238000000034 method Methods 0.000 title claims abstract description 20
- 238000012937 correction Methods 0.000 claims abstract description 43
- 125000004122 cyclic group Chemical group 0.000 claims abstract description 42
- 239000002689 soil Substances 0.000 claims abstract description 29
- 238000010998 test method Methods 0.000 claims abstract description 12
- 238000006073 displacement reaction Methods 0.000 claims description 46
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 30
- 229910052742 iron Inorganic materials 0.000 claims description 15
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 14
- 238000005259 measurement Methods 0.000 claims description 12
- 238000009434 installation Methods 0.000 claims description 7
- 238000007596 consolidation process Methods 0.000 claims description 6
- 238000007599 discharging Methods 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 5
- 239000013535 sea water Substances 0.000 claims description 5
- 230000001105 regulatory effect Effects 0.000 claims description 4
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 238000006424 Flood reaction Methods 0.000 claims description 2
- 230000001276 controlling effect Effects 0.000 claims description 2
- 240000002853 Nelumbo nucifera Species 0.000 claims 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 claims 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 claims 1
- 230000009467 reduction Effects 0.000 abstract description 4
- 230000007774 longterm Effects 0.000 abstract description 2
- 229910000831 Steel Inorganic materials 0.000 description 6
- 239000010959 steel Substances 0.000 description 6
- 239000004576 sand Substances 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 239000010410 layer Substances 0.000 description 4
- 230000008901 benefit Effects 0.000 description 3
- 230000008569 process Effects 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000012795 verification Methods 0.000 description 2
- 239000002759 woven fabric Substances 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 239000011247 coating layer Substances 0.000 description 1
- 238000010835 comparative analysis Methods 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000009123 feedback regulation Effects 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- JEGUKCSWCFPDGT-UHFFFAOYSA-N h2o hydrate Chemical compound O.O JEGUKCSWCFPDGT-UHFFFAOYSA-N 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000004044 response Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000003351 stiffener Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
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)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The test deviation correcting device and method rectified a deviation the invention discloses a kind of pair of oblique model pile foundation, device include chamber, puller system, traverse cycle load loading device and longitudinal cyclic load loading device；Puller system provides the correction power automatically adjusted according to model pile foundation corner size for model pile foundation, and traverse cycle load loading device is used to apply traverse cycle load to model pile foundation；Longitudinal cyclic load loading device is in the vertical application cyclic load of model pile foundation inclination.The present invention provides method for correcting error for the inclination that offshore pile model generates under Long-term Cyclic Loading, i.e., is acted between horizontal and vertical horizontal whirl-sprayed pile reduction stake soil by applying respectively, while applying correction power and rectifying a deviation to model pile foundation.The variation at model pile foundation inclination angle after experimental rig and test method can measure application long-time cyclic load and power of rectifying a deviation, to investigate the feasibility and science for the method that cyclic load rectifies a deviation to model pile foundation.
Description
Technical field
The present invention relates to a kind of test measurement technical fields, rectify a deviation more particularly to a kind of pair of oblique model pile foundation
Test deviation correcting device and method.
Background technique
Large diameter single pile foundation is a kind of most mature base form of current offshore wind turbine, apply in general to the depth of water 20 ~
The shallow sea water of 30m is inserted into 20 ~ 35m in soil.
The marine environment that offshore wind turbine is faced is extremely severe, and blower is by eternal wind-force, wave force and water flow
Power etc., these lateral cyclic loads, which are transferred to pile foundation, will cause permanent lateral deformation.When pile body corner is more than 0.5 °, so that it may
It can cause wind-driven generator can not normal operation.And there is very big non-intellectual in accumulative deformation of the pile foundation under lateral load, give
The design of pile foundation increases very big difficulty.
The locating marine environment of offshore wind turbine installation is equally sufficiently complex, by factors such as wind, wave, stream and tides when installation
It influences, and sea bed soil, generally than relatively soft, piling is easy to run-off the straight.
When single-pile foundation pile body inclining angle is more than 0.5 °, it is possible to cause wind-driven generator can not normal operation, at this time
If directly scrapping blower will cause huge economic loss.Therefore, it is necessary to propose reliably method by pile body in time into
Row correction increases economic benefit to improve the service life of blower.
Single pile formula offshore wind turbine foundation is built in China, is faced with complicated marine geo-hazard.In Sea Area in Fujian sea bed
Surface layer is mainly muck soil, silty clay, the sand etc. of sea product accumulation, is underlied for Weathered Granite layer, usually at the bottom of pile foundation
Portion is already close to seabed batholith layer.It is therefore desirable to the in test true marine geo-hazards of effective simulation, including simulation
The test sand of sea bed, the test water of simulated seawater and the concrete layer for simulating batholith.
Summary of the invention
It is a primary object of the present invention to isometric with wind, wave, stream during the installation process with regard to current offshore wind turbine single-pile foundation
The defect of lateral displacement easily occurs under phase cyclic load, what proposition rectified a deviation to inclination pile foundation by applying cyclic load
Method for correcting error, and the experimental rig and method that verification experimental verification is carried out to this method are provided, especially suitable for offshore wind turbine raked pile
The correction experimental study of base.
Technical problem to be solved by the invention is to provide it is compact-sized, convenient for disassembly and assembly, be easy to make, securely and reliably, in fact
The test deviation correcting device rectified a deviation with a kind of pair of strong oblique model pile foundation of property, complicated ring locating for analog pile foundation
Border, and rectifying effect of the inclination pile foundation under the cyclic load of correction power and different directions is accurately obtained, passed through with demonstration
After additional traverse cycle load, longitudinal cyclic load carry out attenuation to stake soil, correction power rectifies a deviation to inclination pile foundation
Feasibility and science, and in Practical Project pile foundation correction provide guidance, the great utility value having in industry.
Another technical problem to be solved by this invention is to provide variable simulated environment, response quickly, measures accurate, measurement
As a result the test method that effective a kind of pair of oblique model pile foundation is rectified a deviation, by load test and data acquisition and to score
Analysis can get the changing rule of the model pile foundation tilt angle under different cycle-indexes and different correction loads.
In order to achieve the above object, the technical solution adopted by the present invention is that: what a kind of pair of oblique model pile foundation was rectified a deviation
Deviation correcting device is tested, hollow chamber, puller system, traverse cycle load loading device, longitudinal circulation including top surface opening
Load loading device, the model pile foundation in chamber and data acquisition device；
The concrete for simulating batholith is successively filled in the chamber from top to bottom, the test soil of sea bed is simulated and uses
In the test water of simulated seawater；
The data acquisition device includes Acquisition Instrument, computer and displacement sensor, and Acquisition Instrument is connected with computer, position
It moves sensing element to be connected with Acquisition Instrument, the displacement sensor is arranged in model pile foundation side；
Puller system provides horizontal correction dead load for model pile foundation, and the puller system is connected to Model Pile by flexible cable two
On the side opposite with inclined direction of base, model that computer is calculated according to the displacement that the displacement sensor measures
Pile foundation corner changes to adjust the horizontal correction dead load size of puller system offer；
The traverse cycle load loading device includes motor, eccentric massblock, connecting plate, pulley one, pulley two and slides
Wheel three, the pulley one and pulley two are located at inclining with model pile foundation inclined direction opposite side, model pile foundation for chamber
Tilted direction side, the motor are fixed on one end on horizontal connecting plate far from chamber, and the power output shaft of motor is worn
It crosses connecting plate and is connected by connecting rod with eccentric massblock, the both ends of connecting rod are separately connected the power output shaft and bias matter of motor
Gauge block, one end of flexible cable one are connected on model pile foundation inclined direction side, and the other end is connected to the connection around pulley three
On plate on the side of chamber；One end connection balance mass block of flexible cable three, the other end successively bypass pulley one, pulley two
It is connected on the side of separate chamber of the connecting plate afterwards, the connecting plate is articulated on the outside of chamber, and the transverse direction is followed
Ring load loading device is used to apply traverse cycle load to model pile foundation；
The longitudinal direction cyclic load loading device includes vibration excitor and mandril, and the vibration excitor is located at the model pile foundation one
Side, one end of the mandril and vibration excitor are affixed, and the other end and model pile foundation are affixed, and the power of vibration excitor passes to institute by mandril
Model pile foundation is stated, for applying longitudinal cyclic load to model pile foundation.
Further, the puller system includes electromagnet, adjustable resistance and quality iron block, and the quality iron block passes through soft
The side opposite with inclined direction of two link model pile foundation of rope, the setting of quality iron block described in the electromagnet face, it is described can
Resistance is adjusted to connect with the electromagnet, the computer is connected with adjustable resistance, and computer is measured according to displacement sensor
It is displaced the model pile foundation corner variation being calculated and carrys out the magnetic force of regulating magnet so as to adjust correction power size.
Further, the experimental rig further includes the taper pile guiding device for carrying out angle control to model pile foundation,
Taper pile guiding device is located in the middle part of the chamber inner wall, is truss structure, the top-bottom chord end of truss each hinged one
A semicircular cylinder that can be freely rotated, wind up boom end retractable structure to Controlling model pile foundation tilt angle.
Further, the semicircular cylinder internal diameter of the taper pile guiding device is slightly larger than model pile foundation outer diameter, the upper lower edge of truss
Bar distance is fixed, and the boom end that winds up can stretch and indicate scale；Model pile foundation after the installation is completed, top-bottom chord retractable
To the position of no longer contact model pile foundation.
Further, the displacement sensor includes that the displacement sensor one for being respectively positioned on model pile foundation side and displacement pass
Sensor two, displacement sensor one and about two displacement sensors are arranged, are measured by displacement sensor one and displacement sensor two
The corner variation of model pile foundation is calculated after two o'clock displacement.
Further, the data acquisition device further includes force snesor, and force snesor is connected with Acquisition Instrument, and the power passes
The advancing side of model pile foundation is arranged in sensor, the size for cyclic load suffered by measurement model pile foundation.
The vibration excitor is fixed on loading frame by screw rod, and the loading frame is inverted U comprising crossbeam and is hung down respectively
Directly in the vertical beam at crossbeam both ends, the loading frame is erected at chamber upper end, and loading frame can be moved forward and backward.
The test method rectified a deviation using above-mentioned experimental rig to oblique model pile foundation, is included the following steps:
(1) it is layered fill concrete and test soil in chamber and tamps；
(2) after above-mentioned soil is filled to test desired height, the water surface is added water into chamber and floods soil, it, will after soil saturation
Water discharge waits the complete discharging consolidation of soil until native surface is anhydrous；
(3) after soil discharging consolidation completely, inclined model pile foundation is squeezed into scheduled angle；
(4) starting automatic adjustment correction power device, reciprocating mechanism and longitudinal cyclic load loading device, to inclined
Model pile foundation applies the cyclic load of the constant load and different directions opposite with inclined direction, and real-time measurement model pile foundation is being entangled
Tilt angle after partially, and utilize the size of automatic adjustment correction power device adjusting constant load；
(5) step (3), (4) are repeated, cyclic load cycle-index is changed, measure the inclination angle after taper pile correction respectively
Degree, the rectifying effect after cyclic load to compare different cycle-indexes.
The test method obtains different cycle-indexes and different corrections by load test and data acquisition and comparative analysis
The changing rule of model pile foundation tilt angle under load, so that optimal cyclic load number and correction power size is obtained, and
Reference and guidance are provided to the inclination pile foundation correction in Practical Project.
It further, further include step (6), the control shut down computer to adjustable resistance, manual adjustment is rectified a deviation power size,
Tilt angle after the correction of measurement taper pile respectively, to compare the influence of the deviation adjustment angle of different correction power；Wherein, step (6)
It for replacing the step (5), or simultaneously include step (5) and step (6).
Further, in step (3), by adjusting the top boom tip lengths of taper pile guiding device to reach scheduled angle
Degree squeezes into inclined model pile foundation with the mode of hammering injection with scheduled angle, and model pile foundation after the installation is completed, is shunk up and down
Chord member is to the position of no longer contact model pile foundation.
Compared with prior art, the invention has the advantages that:
By this test measurement device and test method, can be produced under Long-term Cyclic Loading for offshore wind turbine single-pile foundation
Raw accumulative displacement provides test deviation correcting device and test method, by the vertical of model pile foundation inclined direction and inclined direction
Apply the contact between the cyclic load reduction soil body and stake, then reversely applies adjustable constant correction power in inclined direction；It is logical
The experimental rig and test method are crossed to investigate the feasibility and science of the method that cyclic load rectifies a deviation to pile foundation, thus
A kind of reference is provided for live deviation correcting device and method.
Above content is only the general introduction of technical solution of the present invention, in order to better understand technological means of the invention, under
In conjunction with attached drawing, the invention will be further described in face.
Detailed description of the invention
Fig. 1 is a kind of structural schematic diagram for the experimental rig rectified a deviation to inclination pile foundation of the present invention；
Fig. 2 is a kind of taper pile guiding device structural schematic diagram for the experimental rig rectified a deviation to inclination pile foundation of the present invention；
Fig. 3-1 is that a kind of taper pile guiding device of experimental rig rectified a deviation to inclination pile foundation of the present invention winds up boom end
Structural front view；
Fig. 3-2 is that a kind of taper pile guiding device of experimental rig rectified a deviation to inclination pile foundation of the present invention winds up boom end
Structure top view；
Fig. 3-3 is that a kind of taper pile guiding device of experimental rig rectified a deviation to inclination pile foundation of the present invention winds up boom end
Chord member top partial view diagram and main view；
Fig. 4 is a kind of puller system schematic diagram for the experimental rig rectified a deviation to inclination pile foundation of the present invention；
Fig. 5-1 is a kind of traverse cycle load loading device for the experimental rig rectified a deviation to inclination pile foundation of the present invention
Main view；
Fig. 5-2 is a kind of traverse cycle load loading device for the experimental rig rectified a deviation to inclination pile foundation of the present invention
Top view；
Fig. 6 is a kind of longitudinal cyclic load loading device main view for the experimental rig rectified a deviation to inclination pile foundation of the present invention
Figure；
Fig. 7 is a kind of longitudinal cyclic load loading device left view for the experimental rig rectified a deviation to inclination pile foundation of the present invention
Figure；
Fig. 8 is a kind of top view for the experimental rig rectified a deviation to inclination pile foundation of the present invention.
Specific embodiment
With reference to the accompanying drawings of the specification, the present invention is further illustrated.
The experimental rig that a kind of pair of oblique model pile foundation as shown in figures 1-8 is rectified a deviation, including top surface open hollow
Chamber 1, puller system, traverse cycle load loading device and longitudinal cyclic load loading device 3, in chamber 1
Model pile foundation 4 and data acquisition device.Chamber is preferably iron case, and the test iron case is welded by steel plate, and is done
Antirust treatment.The chamber 1 is welded by steel plate and does antirust treatment, and the test soil for simulating sea bed is inside filled with
11, the concrete 13 for the test water 12 of simulated seawater and for simulating batholith, test soil 11 are chosen as sand.Such as Fig. 1 institute
Show, the tank wall medial surface and bottom inner bottom surface of chamber 1 are provided with damping coating layer；In order to increase intensity, the case of chamber 1
Axially length direction is provided with angle steel rib 14 to wall lateral surface.
Drainpipe 15 is additionally provided in the case of the chamber 1, the drainpipe 15 is laid and stretched close to top of concrete
The tank wall of chamber 1 out.Specific process of deployment can are as follows: pours certain thickness concrete 13 in 1 bottom of chamber to simulate rock
Base arranges drainpipe 15 in 13 top surface of concrete, and set distance is spaced on drainpipe 15 and stamps drainage hole, surrounding pads upper gravel
Stone, gravel top layer overlay geotechnique's woven fabric prevent sand class test soil to be lost from drainpipe 15；Then above geotechnological woven fabric
Layering filling sand.
The data acquisition device includes Acquisition Instrument 61, computer 62 and displacement sensor, Acquisition Instrument 61 and computer
62 are connected, and displacement sensor is connected with Acquisition Instrument 61, and the displacement sensor is arranged in 4 side of model pile foundation；Institute
Stating displacement sensor includes the displacement sensor 1 and displacement sensor 28 for being respectively positioned on 4 side of model pile foundation, displacement sensing
Device 1 and about 28 displacement sensor are arranged, are counted after measuring two o'clock displacement by displacement sensor 1 and displacement sensor 28
Calculate the corner variation of model pile foundation 4.
Puller system provides horizontal correction dead load for model pile foundation, and the puller system is connected to Model Pile by flexible cable two
On the side opposite with inclined direction of base, mould that computer 62 is calculated according to the displacement that the displacement sensor measures
Type pile foundation corner changes to adjust the horizontal correction dead load size of puller system offer.
The traverse cycle load loading device includes motor 21, eccentric massblock 22, pulley 1, pulley 2 16 and slides
Take turns 3 18, the pulley 1 and pulley 2 16 be located at chamber 1 with 4 inclined direction opposite side of model pile foundation, model
Pile foundation inclination direction side, the motor 21 are fixed on one end on connecting plate 23 far from chamber 1, and the power of motor 21 is defeated
Shaft passes through connecting plate 23 and is connected by connecting rod with eccentric massblock 22, and one end of flexible cable one is connected to the inclination of model pile foundation 4
On the side of direction, the other end is connected on the connecting plate 23 on the side of chamber around pulley 3 18；Flexible cable three
One end connection balance mass block, the other end successively bypass the separate examination that the connecting plate 23 is connected to after pulley 1, pulley 2 16
On the side of tryoff, the connecting plate 23 is articulated on the outside of chamber, and the traverse cycle load loading device is used for model
Pile foundation applies traverse cycle load, and pulley 1 and pulley 2 16 are used for the gravity of balancing motor and eccentric massblock 22, pulley four
17 for applying horizontal correction dead load, and pulley 3 18 is for applying cyclic load.The traverse cycle load loading device adds
Load process is that motor 21 drives 22 uniform rotation of eccentric massblock, and eccentric massblock 22 and connecting plate 23 are close to one side of chamber
The distance of point is SIN function, then torque caused by eccentric massblock 22 is also SIN function, so applied by flexible cable
Pulling force is sinusoidal cyclic load.
The puller system includes electromagnet 241, adjustable resistance 242 and quality iron block 243, and the quality iron block 243 is logical
Cross the side opposite with inclined direction of two link model pile foundation 4 of flexible cable, quality iron block 243 described in 241 face of electromagnet
Setting, the adjustable resistance 242 are connected with the electromagnet 241, and the computer 62 is connected with adjustable resistance 242, computer
The 62 model pile foundation corner variations being calculated according to the displacement of displacement sensor measurement come the magnetic force of regulating magnet thus
Adjustment correction power size.Preferably, one end of flexible cable two is connected on the side opposite with inclined direction of model pile foundation 4, separately
One end is connected on quality iron block 243 around pulley 4 17, and quality iron block 243 applies correction power, electromagnet by pulley 4 17
241 are placed in immediately below quality iron block 243, and for adjusting correction power size, displacement sensor one and displacement sensor two are arranged
In the side of model pile foundation 4, distance 20cm, measures the variation that 4 corner of model pile foundation can be calculated after two o'clock is displaced up and down, when
When corner varies less, illustrate that constant load size is inadequate, then can trigger feedback regulation program, reduces 242 size of adjustable resistance,
Increase 241 magnetic force of electromagnet, to increase the correction power of the application of quality iron block 243, conversely, can reduce when corner changes very greatly
Correction power；The longitudinal direction cyclic load loading device 3 is made of vibration excitor 31 and loading frame 32, is tilted in model pile foundation 4 vertical
Apply cyclic load, achievees the purpose that contact between reduction model pile foundation and the soil body；The vibration excitor 31 is fixed on by screw rod
On loading frame 32；The loading frame 32 is inverted U, including crossbeam and the vertical beam 33 for being respectively perpendicular to crossbeam both ends；The vertical beam
It is provided with steel plate ribbed stiffener.
The longitudinal direction cyclic load loading device includes vibration excitor 31 and mandril, and the vibration excitor 31 is located at the Model Pile
4 side of base, one end of the mandril and vibration excitor 31 are affixed, and the other end and model pile foundation 4 are affixed, and the power of vibration excitor 31 passes through top
Bar passes to the model pile foundation 4, and user applies longitudinal cyclic load to model pile foundation.Preferably, there is spiral shell at the mandril both ends
Line, one end screw in 31 screw hole of vibration excitor, and the other end screws in the reserved screw hole of model pile foundation 4, realize mandril and vibration excitor 31
It is affixed with model pile foundation 4.
The steel pipe model pile foundation 4 is hollow steel tubular pole, by hammer mode penetration test soil 11, and passes through taper pile
Guiding device 5 carries out angle control.
The taper pile guiding device 5 is installed on position among 1 wall inner face of chamber, is truss structure 51, top-bottom chord end
Each hinged one semicircular cylinder 54 that can be freely rotated in portion, the boom end 53 that winds up are scalable to control taper pile angle.Semicircular cylinder
54 preferably half thin-walled cylinders.
The semicircular cylinder internal diameter of the taper pile guiding device is slightly larger than model pile foundation outer diameter, and the top-bottom chord distance of truss is solid
Fixed, the boom end that winds up can stretch and indicate scale；After the installation is completed, top-bottom chord retractable is to no longer connecing for model pile foundation
The position of touch type pile foundation.
The data acquisition device further includes force snesor 63, and force snesor 63 is connected with Acquisition Instrument 61, the power sensing
The advancing side of model pile foundation 4 is arranged in device 63, the size for cyclic load suffered by measurement model pile foundation.
The vibration excitor 31 is fixed on loading frame 32 by screw rod, the loading frame 32 be inverted U comprising crossbeam and
It is respectively perpendicular to the vertical beam 33 at crossbeam both ends, the loading frame 32 is erected at 1 upper end of chamber, and loading frame 32 being capable of front and back shifting
It is dynamic.
It is tested using the experimental rig that a kind of pair of oblique model pile foundation provided by the invention is rectified a deviation, test side
Method, comprising the following steps:
1) layering filling is tested soil 11 and is tamped in chamber 1；
2) after test soil 11 is filled to test desired height, by drainpipe 151 into chamber test for added water water 12 to water
Test soil 11 is flooded in face, and after to be tested native 11 are saturated, test water 12 is discharged from drainpipe 15, until native 11 surfaces of test are anhydrous,
Etc. native 11 complete discharging consolidation to be tested；
3) after testing native 11 complete discharging consolidations, adjustment taper pile guiding device 5 winds up 53 length of boom end to reach pre-
Fixed angle squeezes into taper pile 4 with the mode of hammering injection；
4) start-up loading motor 21 and vibration excitor 31 apply the constant load and difference opposite with inclined direction to taper pile 4
The cyclic load in direction, tilt angle of the real-time measurement taper pile 4 after correction, and dead load size is adjusted using puller system；
5) 4) step is repeated, cyclic load cycle-index is changed, measures the tilt angle after taper pile 4 is rectified a deviation respectively, with
Compare the rectifying effect after the cyclic load of different cycle-indexes；
6) closing correction force feedback regulating device 24 actively adjusts correction power size, after measurement taper pile 4 is rectified a deviation respectively
Tilt angle, to compare the influence of the deviation adjustment angle of different correction power.
The size that chamber 1 provided by the invention can be made into length × width × height is 2m × 2m × 1.5m, and test soil 11 is optional
Partial size is taken as the sand of the .2mm of 0 .08mm ~ 0.
It is provided using the present invention a kind of to the test deviation correcting device rectified a deviation of inclination pile foundation and test method, Practical Project
In to inclination pile foundation correction can refer to this experimental rig and test method, pass through cyclic load and correction power collective effect
It rectifies a deviation to pile foundation.
The innovation of the invention consists in that can study and be recycled by applying by this test deviation correcting device and test method
It is contacted between load reduction stake soil, and then applies the feasibility and science of the method that constant load rectifies a deviation to pile foundation, and
Provide the angle controller squeezed into of raked pile in test, additionally provide it is a kind of can automatic feedback adjust correction load
Method, and may finally by in Practical Project deviation correcting device and method reference is provided.
Basic principles and main features and advantage of the invention have been shown and described above.The technical staff of the industry should
Understand, the present invention is not limited to the above embodiments, and the above embodiments and description only describe originals of the invention
Reason, 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 all fall within the protetion scope of the claimed invention.The claimed scope of the invention is by appended claims and its equivalent circle
It is fixed.
Claims (10)
1. the test deviation correcting device that a kind of pair of oblique model pile foundation is rectified a deviation, which is characterized in that including the hollow of top surface opening
Chamber (1), traverse cycle load loading device, longitudinal cyclic load loading device, is set in chamber (1) puller system
Model pile foundation (4) and data acquisition device；It is successively filled with from top to bottom in the chamber (1) for simulating the mixed of batholith
Solidifying soil (13), the test native (11) for simulating sea bed and the test water (12) for simulated seawater；The data acquisition device includes
Acquisition Instrument (61), computer (62) and displacement sensor, Acquisition Instrument (61) are connected with computer (62), displacement sensor with
Acquisition Instrument (61) is connected, and the displacement sensor is arranged in model pile foundation (4) side；Puller system is that model pile foundation mentions
For level correction dead load, the puller system is connected on the side opposite with inclined direction of model pile foundation by flexible cable two,
The model pile foundation corner that computer (62) is calculated according to the displacement that the displacement sensor measures changes to adjust pulling force
The horizontal correction dead load size that device provides；The traverse cycle load loading device includes motor (21), eccentric massblock
(22), connecting plate (23), pulley one (9), pulley two (16) and pulley three (18), the pulley one (9) and pulley two (16) point
Not Wei Yu chamber with model pile foundation inclined direction opposite side, model pile foundation inclined direction side, the motor is fixed on
On one end on horizontal connecting plate (23) far from chamber, the power output shaft of motor (21) passes through connecting plate (23) and passes through
Connecting rod is connected with eccentric massblock, and the both ends of connecting rod are separately connected the power output shaft and eccentric massblock (22) of motor, flexible cable
One one end is connected on model pile foundation (4) inclined direction side, and the other end is connected to the connecting plate around pulley three (18)
(23) on the side of chamber；Flexible cable three one end connection balance mass block, the other end successively bypass pulley one (9),
It is connected to after pulley two (16) on the side of the separate chamber of the connecting plate (23), the connecting plate (23) is articulated with test
On the outside of case, the traverse cycle load loading device is used to apply traverse cycle load to model pile foundation；Longitudinal circulation lotus
Carrying loading device includes vibration excitor (31) and mandril, and the vibration excitor (31) is located at model pile foundation (4) side, the mandril
One end and vibration excitor (31) it is affixed, the other end and model pile foundation (4) are affixed, and the power of vibration excitor (31) passes to institute by mandril
Model pile foundation (4) are stated, for applying longitudinal cyclic load to model pile foundation (4).
2. test deviation correcting device according to claim 1, which is characterized in that the puller system include electromagnet (241),
Adjustable resistance (242) and quality iron block (243), the quality iron block (243) by flexible cable two be connected to model pile foundation (4) with
On the opposite side of inclined direction, the setting of quality iron block (243) described in electromagnet (241) face, the adjustable resistance
(242) it connects with the electromagnet (241), the computer (62) is connected with adjustable resistance (242), and computer (62) is according to position
It moves the model pile foundation corner variation that the displacement that sensing element measures is calculated and carrys out the magnetic force of regulating magnet so as to adjust correction
Power size.
3. test deviation correcting device according to claim 1, which is characterized in that test deviation correcting device further includes for model
Pile foundation carries out the taper pile guiding device of angle control, and it is purlin that taper pile guiding device, which is located in the middle part of the chamber (1) inner wall,
Frame structure, each hinged semicircular cylinder that can be freely rotated in the top-bottom chord end of truss, the boom end that winds up (53) are that can stretch
Shrinking structure to Controlling model pile foundation (4) tilt angle.
4. test deviation correcting device according to claim 3, which is characterized in that the semicircular cylinder internal diameter of the taper pile guiding device
Slightly larger than model pile foundation outer diameter, the top-bottom chord distance of truss is fixed, and the boom end that winds up can stretch and indicate scale；Model Pile
Base after the installation is completed, top-bottom chord retractable to the position of no longer contact model pile foundation.
5. test deviation correcting device according to claim 1, which is characterized in that the displacement sensor includes being respectively positioned on mould
The displacement sensor one (7) and displacement sensor two (8) of type pile foundation (4) side, displacement sensor one (7) and displacement sensor two
(8) it arranges up and down, calculates model pile foundation after measuring two o'clock displacement by displacement sensor one (7) and displacement sensor two (8)
(4) corner variation.
6. test deviation correcting device according to claim 1, which is characterized in that the data acquisition device further includes power sensing
Device (63), force snesor (63) are connected with Acquisition Instrument (61), and the force snesor (63) is arranged in the tension portion of model pile foundation (4)
Position, the size for cyclic load suffered by measurement model pile foundation.
7. test deviation correcting device according to claim 1, which is characterized in that the vibration excitor (31) is fixed on by screw rod
On loading frame (32), the loading frame (32) is inverted U comprising crossbeam and the vertical beam (33) for being respectively perpendicular to crossbeam both ends,
The loading frame (32) is erected at chamber (1) upper end, and loading frame (32) can be moved forward and backward.
8. the test side rectified a deviation using the test deviation correcting device as described in one of claim 1-7 to oblique model pile foundation
Method, which comprises the steps of:
(1) test of layering filling is native in chamber and tamps；
(2) after test soil is filled to test desired height, the water surface is added water into chamber and floods test soil, soil saturation to be tested
Afterwards, water is discharged, until the native surface of test is anhydrous, waits the complete discharging consolidation of soil to be tested；
(3) after test soil discharging consolidation completely, inclined model pile foundation is squeezed into scheduled angle；
(4) start puller system, motor and vibration excitor, apply the constant load opposite with inclined direction to inclined model pile foundation
With the cyclic load of different directions, tilt angle of the real-time measurement model pile foundation after correction, and the big of constant load is adjusted
It is small；(5) step (4) are repeated, changes cyclic load cycle-index, measure the tilt angle after taper pile correction, respectively with comparison
Rectifying effect after the cyclic load of different cycle-indexes.
9. test method according to claim 8, which is characterized in that further include step (6), shut down computer to adjustable electric
The control of resistance, manual adjustment correction power size, measures the tilt angle after taper pile correction respectively, to compare different correction power
The influence of deviation adjustment angle；Wherein, step (6) is used to replace the step (5), or simultaneously includes step (5) and step (6).
10. test method according to claim 8, which is characterized in that in step (3), by adjusting taper pile guiding device
Top boom tip lengths to reach scheduled angle, with hammering injection mode inclined Model Pile is squeezed into scheduled angle
Base, model pile foundation after the installation is completed, shrink top-bottom chord to the position of no longer contact model pile foundation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711275536.4A CN108149720B (en) | 2017-12-06 | 2017-12-06 | The test deviation correcting device and method that a kind of pair of oblique model pile foundation is rectified a deviation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711275536.4A CN108149720B (en) | 2017-12-06 | 2017-12-06 | The test deviation correcting device and method that a kind of pair of oblique model pile foundation is rectified a deviation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108149720A CN108149720A (en) | 2018-06-12 |
| CN108149720B true CN108149720B (en) | 2019-02-01 |
Family
ID=62466101
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711275536.4A Expired - Fee Related CN108149720B (en) | 2017-12-06 | 2017-12-06 | The test deviation correcting device and method that a kind of pair of oblique model pile foundation is rectified a deviation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108149720B (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109899010A (en) * | 2019-04-19 | 2019-06-18 | 南昌航空大学 | A kind of taper pile guiding device for rotary drilling rig |
| CN110552380B (en) * | 2019-09-12 | 2020-12-08 | 中国石油大学(华东) | Electromagnetic control frequency conversion cyclic load loading test device |
| CN111121721A (en) * | 2019-12-30 | 2020-05-08 | 潍坊学院 | Device and method for measuring inclination rate of wind power generation tower foundation model |
| CN111648415B (en) * | 2020-05-29 | 2021-06-08 | 河海大学 | Method for testing vibration characteristics of single rock-socketed pile for ultra-long time |
| CN113130125A (en) * | 2021-03-09 | 2021-07-16 | 安徽渡江电缆集团有限公司 | Integrated control cable for saline-alkali resistant buried protection pipe |
| CN113740095B (en) * | 2021-09-14 | 2024-04-09 | 中海石油(中国)有限公司湛江分公司 | Simulation experiment device and simulation experiment method for suction pile well construction |
| CN115262667B (en) * | 2022-08-05 | 2023-05-23 | 中山大学 | Angular momentum type suction type foundation deviation correcting device |
| CN115949103A (en) * | 2023-03-15 | 2023-04-11 | 南京江北新区建设和交通工程质量安全监督站(南京江北新区建设和交通工程安装管理站、南京江北新区建设和交通工程质量检测中心) | System and method for monitoring static pressure pipe pile construction |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105040755A (en) * | 2015-08-12 | 2015-11-11 | 河海大学 | Socketed pile model testing device based on transparent rock mass and using method of socketed pile model testing device |
| CN105424315A (en) * | 2015-11-05 | 2016-03-23 | 河海大学 | Device and method for measuring impact on horizontal bearing performance of pile foundation from waves |
| CN106284437A (en) * | 2016-07-28 | 2017-01-04 | 河海大学 | A kind of bucket base vertically initial impedance,motional assay device and test method |
| US9605404B2 (en) * | 2013-05-29 | 2017-03-28 | Glen G. Hale | High strain dynamic load testing procedure |
-
2017
- 2017-12-06 CN CN201711275536.4A patent/CN108149720B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US9605404B2 (en) * | 2013-05-29 | 2017-03-28 | Glen G. Hale | High strain dynamic load testing procedure |
| CN105040755A (en) * | 2015-08-12 | 2015-11-11 | 河海大学 | Socketed pile model testing device based on transparent rock mass and using method of socketed pile model testing device |
| CN105424315A (en) * | 2015-11-05 | 2016-03-23 | 河海大学 | Device and method for measuring impact on horizontal bearing performance of pile foundation from waves |
| CN106284437A (en) * | 2016-07-28 | 2017-01-04 | 河海大学 | A kind of bucket base vertically initial impedance,motional assay device and test method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108149720A (en) | 2018-06-12 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108149720B (en) | The test deviation correcting device and method that a kind of pair of oblique model pile foundation is rectified a deviation | |
| Abdel-Rahman et al. | Finite element modelling of horizontally loaded monopile foundations for offshore wind energy converters in Germany | |
| CN108061687A (en) | It is a kind of to study the geotechnical engineering analogue test platform for having Latent destruction face | |
| CN206523371U (en) | Pile-soil interface shearing test device | |
| CN108376188A (en) | The evaluation computational methods of collapsibility of loess | |
| CN208780528U (en) | Petrophysical model test specimen inclination angle producing device | |
| CN108007800A (en) | A kind of model test apparatus and test method for circulating the sedimentation of the dynamic load soil body | |
| CN106351268A (en) | Lateral loading pile soil dynamic response model test chamber | |
| Zhang et al. | HM bearing capacity of a modified suction caisson determined by using load-/displacement-controlled methods | |
| CN207066832U (en) | A kind of compaction test apparatus | |
| CN101319500A (en) | Construction method of static pressure compaction pile | |
| Peng et al. | A device to cyclic lateral loaded model piles | |
| CN106248495A (en) | The indoor long-term assay device of post grouting pile of simulated groundwater flowing and test method thereof | |
| CN202401479U (en) | Vertical anti-pulling static load test device for single pile | |
| CN204825999U (en) | Vertical resistance to plucking static test device of single pile | |
| CN108279147A (en) | A kind of electronic hammering device of compaction test apparatus | |
| CN208545778U (en) | A kind of pile foundation dynamic response test device that can arbitrarily adjust load height | |
| CN103790161B (en) | Three-dimensional moveable sand compaction pile pile system in centrifugal test | |
| CN107338802A (en) | A kind of beach cofferdam construction device and construction method | |
| CN207741997U (en) | A kind of electronic hammering device of compaction test apparatus | |
| CN106638548A (en) | Sinking tubular gravel pile machine | |
| CN105839621B (en) | A kind of implementation method of abrupt-change cross section and unlike material drilled pile | |
| CN105862902A (en) | Steel-concrete nested composite cylinder foundation structure and construction equipment and method thereof | |
| Arshi et al. | Improving the lateral resistance of offshore pile foundations for deep water application | |
| CN109440843A (en) | A kind of Model Pile laboratory test combined load bringing device and method |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20190201 |