CN105424315B - The device and method that a kind of measurement wave is affected on pile foundation level load-carrying properties - Google Patents
The device and method that a kind of measurement wave is affected on pile foundation level load-carrying properties Download PDFInfo
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- CN105424315B CN105424315B CN201510747330.1A CN201510747330A CN105424315B CN 105424315 B CN105424315 B CN 105424315B CN 201510747330 A CN201510747330 A CN 201510747330A CN 105424315 B CN105424315 B CN 105424315B
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- 238000005259 measurement Methods 0.000 title claims description 18
- 238000006073 displacement reaction Methods 0.000 claims abstract description 37
- 239000011888 foil Substances 0.000 claims abstract description 20
- 230000001133 acceleration Effects 0.000 claims abstract description 19
- 239000004927 clay Substances 0.000 claims abstract description 15
- 229910052570 clay Inorganic materials 0.000 claims abstract description 15
- 230000001629 suppression Effects 0.000 claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 20
- 239000010959 steel Substances 0.000 claims description 20
- 239000002689 soil Substances 0.000 claims description 19
- 239000011148 porous material Substances 0.000 claims description 18
- 239000002965 rope Substances 0.000 claims description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 14
- 230000000694 effects Effects 0.000 claims description 12
- 238000009434 installation Methods 0.000 claims description 9
- 230000003068 static Effects 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 7
- 239000000523 sample Substances 0.000 claims description 6
- 238000010079 rubber tapping Methods 0.000 claims description 5
- 239000000741 silica gel Substances 0.000 claims description 4
- 229910002027 silica gel Inorganic materials 0.000 claims description 4
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 claims description 4
- 238000004078 waterproofing Methods 0.000 claims description 3
- 230000000149 penetrating Effects 0.000 claims 1
- 238000004088 simulation Methods 0.000 description 4
- 241001522296 Erithacus rubecula Species 0.000 description 1
- 240000002444 Sphenoclea zeylanica Species 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000001771 impaired Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000035800 maturation Effects 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006011 modification reaction Methods 0.000 description 1
- 230000000630 rising Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000002910 structure generation Methods 0.000 description 1
- 239000003643 water by type Substances 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M10/00—Hydrodynamic testing; Arrangements in or on ship-testing tanks or water tunnels
Abstract
The invention discloses a kind of measure the device and method that wave is affected on pile foundation level load-carrying properties, the device includes tank, model clay, Model Pile, after-poppet, load plate, displacement transducer, foil gauge, acceleration transducer.Wave paddle, wave-height gauge and wave suppression arrangement are provided with tank, its stage casing bottom arranges groove, groove both sides arrange slope base, and slope base and groove area defined arrange model clay, and Model Pile build-in is in model clay.The method is, before and after the wave action generated by tank wave paddle, to apply horizontal loading to Model Pile by after-poppet and load plate, based on impact of the clear and definite wave action of horizontal loading displacement curve twice to pile foundation level load-carrying properties in front and back.The present invention truly reflects engineering-environment residing for the pile foundation of ocean, by controlling element of wave and horizontal loading, accurately applies external loads condition, and by gathering foil gauge, displacement transducer and acceleration transducer numerical value, accurately obtains Internal forces with deformation.
Description
Technical field
The present invention relates to a kind of device of new Measuring Oceanic environment to pile foundation performance impact, particularly, is a kind of
The device that measurement wave cycle reciprocating is affected on pile foundation level load-carrying properties.
Background technology
With going deep into for utilizing to marine resources development, the bad environments degree faced by offshore structure is also progressively
Increase.For the engineering structure of offshore sea waters, pile foundation is as with easy construction, bearing capacity is high and adapts to various
Engineering geological condition, becomes one of the most commonly used foundation pattern.But in the face of the severe extraneous load comprehensive function of complexity,
Pile foundation deformation may even produce unstable failure beyond feasible value, and then affect the normal using even of offshore structure
Generation accident.
Ocean engineering pile foundation trend for presenting horizontal bearing impaired performance under environmental load effect more.Ocean engineering
Pile foundation is more to bear based on horizontal loads, and lateral deformation of the superstructure to stake in actual applications requires more strict
（The lateral deformation of pile foundation is necessarily less than feasible value）, excessive lateral deformation is likely to result in superstructure and cannot work while also may be used
Structure can be caused to destroy, and lateral deformation of pile foundation then thinks related to the horizontal bearing performance of pile foundation.Except horizontal operation load
Effect is outer, and pile foundation typically all bears long-term Wave Load.The effect of moving in circles for a long time of wave load can make soil around pile
Drag is weakened, and the lateral deformation for showing pile foundation is progressively accumulated, increased, and pile foundation level load-carrying properties decline.In current ocean work
The decline of pile foundation horizontal bearing performance after wave action how is relatively accurately assessed in journey Pile Foundations Design, the side of maturation is there is no
Method, this is also one of key issue of such Design of Foundation work.
Bearer properties both at home and abroad to pile foundation under the wave action have carried out numerous studies, many scholars' designs, reality at present
Pile foundation model test under Shi Xun bad load actions.In such research, some scholars adopt vibrator or motor CYCLIC LOADING
Device carrys out simulated waves load, it is impossible to impact of the simulating ocean environment Wave to pile foundation and the soil body, especially wave exactly
The attenuation of the soil body cannot be embodied；Additionally, also there is some scholars that the wave load of pile foundation is simulated using wave flume
Effect, but many effects Model Pile one end fixed, i.e., replaces the soil body with fixed constraint of this kind of research.It is above-mentioned not for improvement
Foot, the present invention utilize wave flume simulated waves environment, and devise related charger and apply horizontal loading to pile foundation, can be with
Change of the pile foundation in wave action anterior-posterior horizontal load-carrying properties is easily determined, and then the research and design for this aspect is provided with
The reference of benefit.
The content of the invention
Goal of the invention：In order to overcome the deficiencies in the prior art, the present invention to provide a kind of measurement wave to pile foundation water
The device and method that flat load-carrying properties affect.
Technical scheme：To solve above-mentioned technical problem, a kind of measurement wave that the present invention is provided is to pile foundation level load
The device that can be affected, including the wave paddle, slope base, tank groove and the wave suppression arrangement that are arranged in tank, the wave paddle
Located at one end of tank, for simulated waves environment；The other end of the wave suppression arrangement located at tank, it is anti-for eliminating wave
Penetrate；Model Pile is placed in the region formed with tank groove by slope base and filled with model clay, the Model Pile top is worn
Cross water body and top is higher by wave action face, the Model Pile top is provided with charger, the charger and Model Pile
Surrounding is provided with sensor, and the sensor is connected with data acquisition unit.
Specifically, the sensor includes wave height recorder, displacement transducer, dynamometer, foil gauge, acceleration transducer and hole
Pressure meter.
Specifically, the wave height recorder is used for wave calibration, is vertically fixed on fore-stock, and is located at Model Pile and wave paddle
Between tank groove above.Fore-stock is constituted and is fixed on two wall of tank by top board and front montant more than tank width
End.
Specifically, institute's displacement sensors are used to measure the displacement at pile top under horizontal loads, are fixed on fore-stock
Montant bottom afterwards.
Specifically, the type stake top portion is provided with sleeve, and draw ring, the probe of institute's displacement sensors are arranged on the sleeve
Front end is contacted with the barrel forward end of Model Pile.
Specifically, the tank between Model Pile and wave suppression arrangement is fixedly arranged above after-poppet, solid below montant before after-poppet
Pulley is fixed, is slotted in the middle of after-poppet top rear and fixed top sheave, is connected using steel wire rope between load plate and draw ring, steel
Cord is through lower sheave and top sheave and the setting dynamometer draw ring and lower sheave.
Specifically, the pile strain when foil gauge is used to measure wave action, stake is long to be uniformly arranged in Model Pile, and
It is arranged symmetrically along pile body circumferential section；The velocity sensor is used to measure displacement at pile top change, is arranged on stake top sleeve
Tapping.
Specifically, the pore pressure meter is used to measure soil body pore water pressure change under wave action, is arranged in model clay
At portion's different depth.Pore pressure meter is fixed on lower carriage, and the base of lower carriage is arranged at tank bottom portion of groove and before Model Pile
After be symmetrical arranged two.
The present invention proposes the measuring method of said apparatus simultaneously, including the installation and measurement of device, wherein installation steps are such as
Under：
1st, section position arranges tank groove in the sink, and the bottom of gullet before and after tank groove places two slopes bottom
Seat；Tank groove groove depth is determined according to the actual embedded depth of the Model Pile of required simulation with slope substructure height.
2nd, paste foil gauge and smear silica gel in Model Pile inwall and do water-proofing treatment, the bottom of Model Pile arranges back cover circle
Piece in stake top installation sleeve, in the precalculated position upper installing hole pressure meter of lower carriage, is constituted with slope base in tank groove
Space in layering insert model clay, and be put into Model Pile in pre-position；
3rd, banket after finishing, retaining is to predetermined standing level in the sink；Before wave-height gauge and displacement transducer are attached to
Support, on the tank roof is fixed on before Model Pile by fore-stock so that wave-height gauge be located between Model Pile and wave paddle and
Displacement transducer probe peaks at pile cover front end；
4th, lower sheave is attached to below the front montant of after-poppet, and is slotted in the middle of the top rear of after-poppet and fixed
Top sheave；Steel wire rope connects one end connection draw ring and connects dynamometer, is then passed through lower sheave and top sheave, other end connection loading
Plate；On the roof of the tank for being fixed on after Model Pile after-poppet, and keep being located at load plate during Model Pile horizontal addload
It is more than the water surface；
5th, acceleration transducer is attached to into sleeve tapping, by wire by displacement transducer, acceleration transducer, hole
Pressure meter and foil gauge are connected to data acquisition unit；
Measuring process is as follows：
1st, after the completion for the treatment of all installment works, by this device static 24 hours, subsequent tune-up data harvester confirmed institute
After having test original paper working properly, preloading is carried out in load plate, while preloading value is controlled according to the reading of dynamometer；By dividing
The horizontal dead load of level applying and the numerical value obtained from displacement transducer, obtain the pile foundation level bearer properties before wave action；
2nd, this device is removed, carries out again the installment work banketed with correlation model, instrument, the front end of steel wire rope is temporarily not
Connection draw ring；After static 24 hours, generated using wave paddle and specify wave, the wave action of certain number of times is carried out to Model Pile,
And the process data of displacement transducer, pore pressure meter and foil gauge is recorded by data collecting instrument, the stake under wave action is obtained
Base internal force, soil body response characteristic；
3rd, stop wave action, steel wire rope connection draw ring applies and the horizontal dead load for not acting on equal conditions before wave
Effect, obtains the pile foundation level bearer properties after wave action；
4th, pile foundation level static test twice before and after contrasting, specifies impact of the wave to pile foundation level load-carrying properties, obtains
Different tests stage Internal forces with deformation and wave action during the soil body response.
Beneficial effect：Compared with existing design, the present invention has following significant progress：
1. existing device is compared, and during the present invention can simulate true wave environment, ocean engineering pile foundation level carries row
For the load-displacement curve difference obtained by pile foundation level bearing test before and after contrast Wave Load specifies wave work
With the impact to pile foundation level load-carrying properties, and reduction of the pile foundation round robin on soil around pile drag can be obtained affect.
2. apparatus of the present invention combine wave flume, by generating wave simulation wave action, compare to circulate point loading
The common method of simulated waves effect, the more real simulated waves of this device are acted on and can embody work of the wave to the soil body
With, with reference to wave-height gauge and controlling the operating power of wave paddle and can accurately simulate the wave of various ways in addition, this also makes this dress
That what is put possesses wider measurement range.
3. general wave flume cannot arrange bottom solum, even and if be provided with soil layer, due to the limit of water reception tank depth
System, the embedded depth of pile foundation are extremely limited, and this device is made by way of arranging groove and slope base in bottom of gullet local
Obtain and bigger soil thickness can be set, and then can preferably meet the embedded depth requirement of Model Pile, more accurate mould
Intend seabed conditions.
4. existing device is compared, and the present invention is provided with acceleration transducer and pore pressure meter, can measure wave action respectively
The change of the displacement at pile top and soil around pile pore water pressure of period, arranges with reference to pile strain piece, more comprehensively can reflect
Go out pile foundation and soil body response characteristic under the wave action.And the method for comparing other contact displacements, using acceleration
Sensor can avoid the interference to stake response.
5. horizontal loading apparatus simple installation, loads accurate.Only after-poppet need to be fixed in tank side wall, other dresses
Put and be fixed on after-poppet.Gravity by assembly pulley and using counterweight realizes the stable applying of horizontal loading, steel wire rope
The setting of middle dynamometer can also ensure the accuracy of horizontal addload.Additionally, horizontal loading apparatus simple structure, cost is relatively low.
Except invention described above solve technical problem, constitute technical scheme technical characteristic and by these skills
Outside the advantage brought by the technical characteristic of art scheme, the dress that a kind of measurement wave of the invention is affected on pile foundation level load-carrying properties
Put and other technologies problem that method can be solved, technical scheme in the other technical characteristics that include and these technical characteristic bands
The advantage come, will combine accompanying drawing and be described in more detail.
Description of the drawings
Fig. 1 is that the embodiment of the present invention cuts open elevation；
Fig. 2 is the sectional drawing in Fig. 1 at A-A；
Fig. 3 is the sectional drawing in Fig. 1 at B-B；
Have in figure：1 tank, 2 wave paddles, 3 wave suppression arrangements, 4 tank grooves, 5 slope bases, 6 model clays, 7 Model Piles, 8
Sleeve, 9 draw rings, 10 fore-stocks, 11 lower carriages, 12 after-poppets, 13 lower sheaves, 14 top sheaves, 15 steel wire ropes, 16 load plates, 17
Wave height recorder, 18 displacement transducers, 19 dynamometers, 20 foil gauges, 21 acceleration transducers, 22 pore pressure meters, 23 data acquisition units.
Specific embodiment
Embodiment：Below in conjunction with the accompanying drawings, the invention will be further described.Following examples are only used for clearly saying
Bright technical scheme, and can not be limited the scope of the invention with this.
As shown in Figure 1 to Figure 3, the present embodiment is a kind of for measuring the dress that wave is affected on pile foundation level load-carrying properties
Put, including：Tank 1, wave paddle 2, wave suppression arrangement 3, tank groove 4, slope base 5, model clay 6, Model Pile 7, sleeve 8, drawing
Ring 9, fore-stock 10, lower carriage 11, after-poppet 12, lower sheave 13, top sheave 14, steel wire rope 15, load plate 16, wave height recorder 17,
Displacement transducer 18, dynamometer 19, foil gauge 20, acceleration transducer 21, pore pressure meter 22 and data acquisition unit 23.
As shown in figure 1, the tank groove 4 is for rectangular recess and length is more than 10 times of Model Pile footpaths, before and after tank groove 4
Bottom of gullet two slope bases 5, the mould of 4 groove depth of tank groove and 5 height of slope base according to required simulation are set
The actual embedded depth of type stake is determined.Slope base 5 cuts open facade for right angled triangle, and width is consistent with tank inner width.For
Impact of the slope base 5 to wave propagation is reduced, the gradient of slope base 5 is less than 1:10, and the vertical side of slope base 5
With 4 forward and backward end wall of tank groove to straight.Model clay 6, model clay 6 are filled in the region that slope base 5 is surrounded with tank groove 4
Surface it is concordant with rising for slope base 5.
Model Pile 7 is uiform section hollow stem, and bottom is embedded in model clay 6, the bottom of 7 lower end of Model Pile and tank groove 4
Portion keeps certain distance to avoid boundary effect from affecting, and 7 top of Model Pile passes through water body and top is higher by wave action face, model
The inwall of stake 7 posts foil gauge 20 and is arranged symmetrically along pile body circumferential section, and 20 surface of foil gauge is carried out at waterproof using silica gel
Reason.The bottom of Model Pile 7 arranges back cover disk, and back cover disk external diameter is equal to the external diameter of Model Pile 7, sets at the stake top of Model Pile 7
Sleeve 8 is put, the internal diameter of sleeve 8 is slightly larger than the external diameter of Model Pile 7, and 8 side of sleeve is provided for installing acceleration transducer 21
Perforate and it is provided with the draw ring 9 of connecting steel wire ropes 15.Pore pressure meter 22, pore pressure meter are arranged in model clay 6 and before and after Model Pile 7
22 reach the purpose for being arranged in different soil depths by being fixed on lower carriage 11.Lower carriage 11 is made up of with straight-bar base,
The base of lower carriage 11 is placed on 4 bottom of tank groove.Foil gauge 20, acceleration transducer 21, pore pressure meter 22 by wire with
Data acquisition unit 23 is connected.
Fore-stock 10 is arranged at 7 front portion of Model Pile and is made up of abacus, front montant and rear montant, by more than tank
The abacus of width are fixed on tank roof.Wave-height gauge 17 is vertically installed on the front montant of fore-stock 10, Model Pile 7 with
Between wave paddle 2, positioned in the top of tank groove 4.Horizontal fixed displacement sensor 18, displacement on the rear montant of fore-stock 10
18 probe of sensor peaks at 8 front end of pile cover.Displacement transducer 18 is connected with data acquisition unit 23 by wire.
After-poppet 12 is located at the rear of Model Pile 7 and is made up of abacus, front montant, by the side more than tank width
Shape top board is fixed on two wall upper end of tank.Lower sheave 13, the top rear of after-poppet 12 are fixed below the front montant of after-poppet 12
Middle fluting fixed top sheave 14, lower sheave 13 are fixed pulley with lower sheave 14.Steel is adopted between load plate 16 and draw ring 9
Cord 15 connects, and steel wire rope 15 passes through lower sheave 13 and top sheave 14.Load plate 16 be square plate corner respectively with steel wire rope 15
It is connected.Setting dynamometer 19 between draw ring 9 and lower sheave 13.
As shown in Fig. 2 shown tank 1 is Rectangular Water Trough, the size of length direction is much larger than width size, tank 1
One end wave paddle 2 is set, the other end of tank 1 arranges wave suppression arrangement 3, is respectively used to manufacture wave and eliminates reflexion of wave.
Tank groove 4 is arranged at the stage casing region of tank 1, and Model Pile 7 is located at 6 center of tank groove.
The installation process of this device is：
Tank groove 4 is set at 1 stage casing position of tank, the bottom of gullet before and after tank groove 4 places two slopes bottom
Seat 5.4 groove depth of tank groove is determined according to the actual embedded depth of the Model Pile of required simulation with 5 height of slope base.
7 inwall of Model Pile is pasted foil gauge 20 and smears silica gel and does water-proofing treatment, and the bottom of Model Pile 7 arranges back cover disk and in stake
Top installation sleeve 8.22 are counted in the precalculated position upper installing hole pressure of lower carriage 11.Constituted in tank groove 4 and slope base 5
Model clay 6 is inserted in layering in space, and is put into Model Pile 7 in pre-position.Banket after finishing, in tank 1, retaining is to pre-
Determine standing level.
Wave-height gauge 17 and displacement transducer 18 are attached to into fore-stock 10, fore-stock 10 is fixed on before Model Pile 7
On 1 roof of tank so that wave-height gauge 17 is located between Model Pile 7 and wave paddle 2 and 18 probe of displacement transducer peaks at pile cover 8
Front end.
Lower sheave 13 is attached to below the front montant of after-poppet 12 and is slotted simultaneously in the middle of the top rear of after-poppet 12
Fixed top sheave 14.The connection of steel wire rope 15 one end connection draw ring 9 simultaneously connects dynamometer 19, is then passed through lower sheave 13 and top sheave
14, other end connection load plate 16.On the roof of the tank 1 is fixed on after Model Pile 7 by after-poppet 12, and keep to model
During 7 horizontal addload of stake, load plate 16 is located at more than the water surface.
Acceleration transducer 21 is attached to into 8 tapping of sleeve.By wire, by displacement transducer 18, acceleration sensing
Device 21, pore pressure meter 22 and foil gauge 20 are connected to data acquisition unit 23.
This measurement device process is：
Treat that subsequent tune-up data harvester 23 confirms institute by this device static 24 hours after the completion of all installment works
After having test original paper working properly, preloading is carried out in load plate 16, while preloading value is controlled according to the reading of dynamometer 19.It is logical
The horizontal dead load of classification applying and the numerical value obtained from displacement transducer 18 are crossed, the pile foundation level before wave action is obtained and is carried
Characteristic.
This device is removed, carries out again the installment work banketed with correlation model, instrument, the front end of steel wire rope 15 is temporarily not
Connection draw ring 9.After static 24 hours, generated using wave paddle 2 and specify wave, the wave that certain number of times is carried out to Model Pile 7 is made
With, and by the process data of the record displacement transducer 18 of data collecting instrument 23, pore pressure meter 22 and foil gauge 20, obtain wave
Pile foundation internal force, soil body response characteristic under effect.
Stop wave action, the connection draw ring 9 of steel wire rope 15 applies and the horizontal dead load for not acting on equal conditions before wave
Effect, obtains the pile foundation level bearer properties after wave action.Before and after contrast, pile foundation level static test can be clearly twice
Impact of the wave to pile foundation level load-carrying properties, while the present invention also can accurately obtain different tests stage Internal forces with deformation
And the soil body response during wave action.
Embodiments of the present invention are described in detail above in association with accompanying drawing, but the present invention is not limited to described reality
Apply mode.For one of ordinary skill in the art, in the range of the principle and technological thought of the present invention, to these enforcements
Mode carries out various changes, modification, replacement and deformation and still falls within protection scope of the present invention.
Claims (9)
1. a kind of method that measurement wave is affected on pile foundation level load-carrying properties, it is characterised in that including the installation and survey of device
Amount, installation steps are as follows：
1st, section position arranges tank groove in the sink, and the bottom of gullet before and after tank groove places two slope bases；
2nd, paste foil gauge and smear silica gel in Model Pile inwall and do water-proofing treatment, the bottom of Model Pile arranges back cover disk simultaneously
In stake top installation sleeve, in the precalculated position upper installing hole pressure meter of lower carriage, in the sky constituted by tank groove and slope base
Between in layering insert model clay, and be put into Model Pile in pre-position；
3rd, banket after finishing, retaining is to predetermined standing level in the sink；Wave-height gauge and displacement transducer are attached to into fore-stock,
On the tank roof is fixed on before Model Pile by fore-stock so that wave-height gauge is located between Model Pile and wave paddle and displacement is passed
Sensor probe peaks at pile cover front end；
4th, lower sheave is attached to below the front montant of after-poppet, and slots in the middle of the top rear of after-poppet and slide on fixed
Wheel；Steel wire rope connects one end connection draw ring and connects dynamometer, is then passed through lower sheave and top sheave, other end connection load plate；
On the roof of the tank for being fixed on after Model Pile after-poppet, and keep being located at the water surface to load plate during Model Pile horizontal addload
More than；
5th, acceleration transducer is attached to into sleeve tapping, by wire by displacement transducer, acceleration transducer, pore pressure meter
Data acquisition unit is connected to foil gauge；
Measuring process is as follows：
1st, after the completion for the treatment of all installment works, by this device static 24 hours, subsequent tune-up data harvester confirmed all surveys
After examination original paper is working properly, preloading is carried out in load plate, while preloading value is controlled according to the reading of dynamometer；Applied by classification
Add water tranquil load and the numerical value obtained from displacement transducer, obtains the pile foundation level bearer properties before wave action；
2nd, this device is removed, carries out again the installment work banketed with correlation model, instrument, the front end of steel wire rope is temporarily not connected to
Draw ring；After static 24 hours, generated using wave paddle and specify wave, the wave action of certain number of times is carried out to Model Pile, and
The process data of displacement transducer, pore pressure meter and foil gauge is recorded by data collecting instrument, is obtained in the pile foundation under wave action
Power, soil body response characteristic；
3rd, stop wave action, steel wire rope connection draw ring applies and the horizontal dead load effect for not acting on equal conditions before wave,
Pile foundation level bearer properties after acquisition wave action；
4th, pile foundation level static test twice before and after contrasting, specifies impact of the wave to pile foundation level load-carrying properties, obtains different
Experimental stage Internal forces with deformation and wave action during the soil body response.
2. the method that a kind of measurement wave according to claim 1 is affected on pile foundation level load-carrying properties, it is characterised in that：
Described device includes wave paddle, slope base, tank groove and the wave suppression arrangement being arranged in tank, and the wave paddle is located at water
One end of groove, for simulated waves environment；The other end of the wave suppression arrangement located at tank, for eliminating reflexion of wave；Slope
Model Pile is placed in the region formed by base and tank groove and filled with model clay, the Model Pile top through water body and
Top is higher by wave action face, and the Model Pile top is provided with charger, installs around the charger and Model Pile
There are displacement transducer and acceleration transducer, institute's displacement sensors and acceleration transducer are connected with data acquisition unit.
3. the method that a kind of measurement wave according to claim 2 is affected on pile foundation level load-carrying properties, it is characterised in that：
The sensor includes wave height recorder, displacement transducer, dynamometer, foil gauge, acceleration transducer and pore pressure meter.
4. the method that a kind of measurement wave according to claim 3 is affected on pile foundation level load-carrying properties, it is characterised in that：
The wave height recorder is used for wave calibration, is vertically fixed on fore-stock, and the tank groove between Model Pile and wave paddle
Top.
5. the method that a kind of measurement wave according to claim 4 is affected on pile foundation level load-carrying properties, it is characterised in that：
Institute's displacement sensors are used to measure the displacement at pile top under horizontal loads, are fixed on the rear montant bottom of fore-stock.
6. the method that a kind of measurement wave according to claim 5 is affected on pile foundation level load-carrying properties, it is characterised in that：
The type stake top portion is provided with sleeve, and draw ring is arranged on the sleeve, and the probe front of institute's displacement sensors is contacted with model
The barrel forward end of stake.
7. the method that a kind of measurement wave according to claim 6 is affected on pile foundation level load-carrying properties, it is characterised in that：
Tank between Model Pile and wave suppression arrangement is fixedly arranged above after-poppet, fixes lower sheave, after-poppet before after-poppet below montant
Slot in the middle of top rear and fixed top sheave, connected using steel wire rope between load plate and draw ring, steel wire penetrating lower sheave
And top sheave and the setting dynamometer between draw ring and lower sheave.
8. the method that a kind of measurement wave according to claim 6 is affected on pile foundation level load-carrying properties, it is characterised in that：
The pile strain when foil gauge is used to measure wave action, stake is long to be uniformly arranged in Model Pile, and along pile body circumferential section
It is arranged symmetrically；The acceleration transducer is arranged at the tapping on stake top sleeve.
9. the method that a kind of measurement wave according to claim 3 is affected on pile foundation level load-carrying properties, it is characterised in that：
The pore pressure meter is used to measure soil body pore water pressure change under wave action, is arranged on inside model clay at different depth.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510747330.1A CN105424315B (en) | 2015-11-05 | 2015-11-05 | The device and method that a kind of measurement wave is affected on pile foundation level load-carrying properties |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510747330.1A CN105424315B (en) | 2015-11-05 | 2015-11-05 | The device and method that a kind of measurement wave is affected on pile foundation level load-carrying properties |
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| Publication Number | Publication Date |
|---|---|
| CN105424315A CN105424315A (en) | 2016-03-23 |
| CN105424315B true CN105424315B (en) | 2017-04-05 |
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| CN105651265B (en) * | 2016-04-06 | 2017-12-22 | 中铁大桥科学研究院有限公司 | The element of wave and tidal level measuring method in the Oversea bridge marine site based on wave pressure |
| CN105696637B (en) * | 2016-04-18 | 2017-09-15 | 河海大学 | It is contemplated that the lateral impedance,motional test measurement device and method of the bucket base for washing away influence |
| CN106404567A (en) * | 2016-08-31 | 2017-02-15 | 上海交通大学 | Pile-soil simulating device and method under wave load |
| CN106480908B (en) * | 2016-10-31 | 2018-06-08 | 中国地质大学（武汉） | A kind of mini pile horizontally loading test device and method |
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| CN107727342A (en) * | 2017-11-11 | 2018-02-23 | 广州环保投资集团有限公司 | Wave load loading device and test method based on model groove |
| CN108362471B (en) * | 2017-12-04 | 2019-10-18 | 中国特种飞行器研究所 | One kind being based on multiple degrees of freedom adjustable water power seakeeping test multiple-unit device |
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| CN108343099B (en) * | 2018-03-07 | 2020-04-03 | 河海大学 | Device and method for testing horizontal bearing capacity of pile under dynamic wave pressure |
| CN109060298A (en) * | 2018-10-08 | 2018-12-21 | 哈尔滨工程大学 | A kind of intelligent ripple-making tank with active feedback wave absorption function |
| CN111310319A (en) * | 2020-02-06 | 2020-06-19 | 上海交通大学 | Method for accurately predicting bearing capacity before and after liquefaction of marine pile foundation |
| CN115839820B (en) * | 2023-02-15 | 2023-05-26 | 江苏广亚建设集团有限公司 | Wave-eliminating test system for bamboo raft |
Family Cites Families (6)
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| CN2643305Y (en) * | 2003-09-18 | 2004-09-22 | 中国科学院力学研究所 | A sea shallow foundation dynamic load simulator |
| CN1763489A (en) * | 2005-11-10 | 2006-04-26 | 大连理工大学 | Method for determining energy loss during wave impacting process |
| CN102279085A (en) * | 2011-05-31 | 2011-12-14 | 上海交通大学 | Simulation test device for vortex-induced vibration of deep-sea vertical pipe array model under conditions of uniform defluxion and pretension |
| CN103105281B (en) * | 2013-01-05 | 2018-06-19 | 中国海洋大学 | The experimental rig of marine riser interference law under a kind of tension force effect for research top |
| CN203178061U (en) * | 2013-03-22 | 2013-09-04 | 上海理工大学 | Wind wave flow test pool |
| CN104697741B (en) * | 2015-03-31 | 2017-10-17 | 山东大学 | The model test apparatus and test method of a kind of simulated waves |
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