CN106592655B - Pile pile pile sinking simulation test device and method under a kind of gradient confining pressure - Google Patents
Pile pile pile sinking simulation test device and method under a kind of gradient confining pressure Download PDFInfo
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- CN106592655B CN106592655B CN201611257329.1A CN201611257329A CN106592655B CN 106592655 B CN106592655 B CN 106592655B CN 201611257329 A CN201611257329 A CN 201611257329A CN 106592655 B CN106592655 B CN 106592655B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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Abstract
The invention discloses pile pile pile sinking simulation test device and method under a kind of gradient confining pressure, which includes counter-force supporting rack, loading device, wave velocity testing device, model pile pile, confining pressure simulated assembly；The confining pressure simulated assembly forms model cylinder by multiple confining pressure circular layers are folded, and cuff implements segmentation pressurization with hydraulic pressure effect in the soil sample by holding film cylinder placement in layers to earth pillar；The model pile pile is made of inner sleeve, outer tube, super quiet fragrant deadening felt, stake inner sleeve, plunger tip screw rod and stake terminal block block；The internal and external casing is coaxially bonded; along pile pile inner and outer surfaces different height excitation member arranged in pairs and receive member; shear wave velocity measurement is carried out to stake core soil and Pile side soil, and stake inner sleeve protects flexure element in stake penetration process, and assist plunger tip screw rod control stake core soil height.The present invention realizes load transfer law and the test of soil mass property evolution process synchronous dynamic in open-end pipe pile penetration process, and confining pressure segmentation is controllable, loads convenient, high certainty of measurement.
Description
Technical field
The present invention relates to pile pile pile sinking simulation test device and methods under a kind of gradient confining pressure, belong in building engineering field
Pile foundation technical field.
Background technology
With room is built, traffic, the continuous development at harbour, oil and wind energy project construction, pile pile is increasingly being applied to
In architectural engineering and offshore engineering.Open-end pipe pile in pile sinking penetration process, pile body nearby soil particle will occur movement and it is mutual
It squeezes, while pile-end soil body pours in pile pile and forms soil plug, that is, there is soil plug effect and soil compaction effect.With the increasing of depth of penetration
Add, soil body lateral stress increases, and stake is outer and stake inside sliding block gradually increases, and the soil body radially squeezed out is more and more.Meanwhile
Due to the increase of cladding earth pressure, the extrusion stress that deep soil is subject to is bigger than the shallow-layer soil body.Pile pile is in static pressure or pile vibrosinking
Disturbance, remodeling and squeezing action will certainly be generated to surrounding soil in the process, modulus of shearing, the density etc. of the soil body near stake week
Parameter inevitably changes, and soil around pile is made to show inhomogeneities radially.In addition, soil plug is in pile pile injection
By prodigious disturbance so that the intensity of native portion's soil body beyond the Great Wall is relatively low, and the collateral resistance between pile pile inner wall is also smaller, is being in vertically
Existing anisotropism.
Currently, indoor model test is mostly by arranging that various sensors advise the development such as penetration resistance, soil pressure against piles
Rule is measured or auxiliary change to soil displacement field in visualization window is observed.However, above-mentioned routine 1g scaled models examination
The soil stress level for testing offer is very low, can not simulate the true stress state at soil layer different depth.Due to pile pile injection by
The influence of lateral stress and soil plug effect, under low confining pressure the soil body often show it is strong cut swollen and strain softening phenomenon, cause
Factors and the physical presence larger differences such as soil disturbance range, level of disruption and soil plug height.Before making the present invention, patent of invention
" load of static pressure model test of pile and measuring device " (CN103835323A) discloses a kind of load of static pressure model test of pile
And measuring device；The invention is using pile pile as the friction cylinder of Double lumen intubation system, with quiet spy microcomputer automatic collection end resistance
And collateral resistance.Patent of invention " experimental rig and its method of static pressure steel-pipe pile pile driving process under the conditions of simulation confining pressure "
(CN105424487A) disclose it is a kind of simulation confining pressure under the conditions of static pressure steel-pipe pile pile driving process experimental rig and its method；It should
Invention is on improved triaxial apparatus, by steel-pipe pile injection in the rock sample in balancing gate pit, is acted on the hydraulic pressure in balancing gate pit
Confining pressure condition of the stake in practical rock stratum is simulated, changing rule of the axle power with pile sinking displacement is obtained.However, foregoing invention can not
In-situ stress level and distribution characteristics of the natural rock-filled under Gravitative Loads are simulated, and is lacked to soil around pile and the stake core soil soil body
The test of matter dynamic evolution.
Invention content
The present invention is intended to provide pile pile pile sinking simulation test device and method under a kind of gradient confining pressure, are simulated for pile pile pile sinking
True ambient stress is provided, and realizes the synchronous dynamic test of penetration resistance, soil plug effect and soil compaction effect.
The present invention provides pile pile pile sinking simulation test devices under a kind of gradient confining pressure, including counter-force supporting rack, load dress
It sets, wave velocity testing device, model pile pile, confining pressure simulated assembly；
The counter-force supporting rack includes reaction frame and counter-force crossbeam, and counter-force beam vertical is arranged at the middle part of reaction frame；
Loading device includes two pairs of driving gears, sawtooth compression bar and bearing plate, and two pairs of driving gears are placed on counter-force crossbeam,
Driving gear is controlled by motor, and sawtooth compression bar is separately positioned between two driving gears, and sawtooth compression bar passes through counter-force crossbeam,
Sawtooth compression bar bottom is equipped with bearing plate；When load, drives driving gear to rotate using motor, sawtooth pressure is driven by mechanical conductive
Bar and bearing plate are vertically moved；Dynamometer, the penetration resistance for measuring pile pile are equipped between sawtooth compression bar and bearing plate；It holds
Pressing plate end is equipped with reflective mirror, is fixed with laser range finder on reaction frame madial wall, laser range finder is right in opposite directions with reflective mirror
It should be arranged；The bearing plate is inverted T shaped Circular plate structure, and center is equipped with hole；
The model pile pile includes inner sleeve, outer tube, stake inner sleeve, plunger tip screw rod and stake terminal block block, and model pile pile is deep
Enter inside soil body, is evenly equipped with wave velocity testing device thereon；
It is stake inner sleeve on the inside of the model pile pile, welds doughnut-shaped steel plate at the top of sleeve, stake inner sleeve bottom end is fastened on stake
In terminal block block；Stake inner sleeve, doughnut-shaped steel plate and the bearing plate of upper end connect；Stake inner sleeve is internally provided with plunger tip screw rod, plunger tip spiral shell
Bar upper end is fixed on counter-force crossbeam, sequentially passes through bearing plate and pile pile downwards, and bottom is contacted with the soil body；In loading procedure, lead to
Top nut control screw rod embedded depth is overregulated, to obtain the soil plug of different height；
The wave velocity testing device includes several along pile pile inner and outer surfaces different height excitation member arranged in pairs and reception
Member respectively measures the shear wave velocity of stake core soil and Pile side soil；Each two excitation member and reception member one group of test list of composition
Member, and pass through the external test device of flexure element signal wire；Wherein, excitation member is radially arranged symmetrically respectively with member is received in stake,
Excitation member in stake side is then closely arranged along same axis on the outside of pile pile in pairs up and down with reception member；
Groove is equipped between the inside and outside casing, flexure element signal wire is passed through from the groove；Stake inner sleeve and test cell
Lower part block contact, does not contact with inner sleeve；
The confining pressure simulated assembly includes confining pressure ring, guide pipe, rubber membrane, the latex film that several are vertically laminated, confining pressure
Simulated assembly is fixed on above pedestal, is bolted fixation by outer shroud between each other；Between two neighbouring confining pressure rings
It is provided with water injection hole, the external hydraulic control device of water injection hole；The confining pressure ring is connected by a pair of of concentric drums by upper and lower annular cover plate
It connects to form overall structure, the cavity surrounded is as balancing gate pit；
Confining pressure collar at inner space closed using latex film, rubber pattern, rubber pattern package soil are equipped on the inside of latex film
Sample, while lower ring edge on latex film is individually fixed in upper lower ring cover outer surface, shape by screw and grooved metal gasket
At the fluid-tight cavity structure of sealing.
In above-mentioned apparatus, the stake inner sleeve is made of hollow steel pipe, is sheathed on inside pile pile, diameter is not to contact stake
Subject to interior flexure element, length and stake are long consistent, avoid in pile driving process soil plug from directly being contacted with flexure element in stake and cause its extruding
It destroys, and plunger tip screw rod is assisted to control stake core soil plug height；Doughnut-shaped steel plate size at the top of stake inner sleeve and bearing plate bottom ruler
It is very little consistent, along the circumferential direction reserve several bolts hole, and washer is set thereunder, by bolt by washer, doughnut-shaped steel plate and
Bearing plate is linked to be entirety, realizes to stake inner sleeve power transmission.
In above-mentioned apparatus, the excitation member and reception member are piezoelectric ceramic bending element, and flexure element logarithm and spacing can bases
Test objective and specific requirement are selected.
In above-mentioned apparatus, the flexure element embedment soil body depth is 5mm, and working frequency is 5 ~ 25kHz；Stake lateral bend member is
Using horizontal polarization direction, every group of test cell uses identical polarization direction in stake；Block is set below flexure element, is prevented
Soil body filling damage flexure element when stake inner sleeve removes, while an inner sleeve being prevented to be likely to occur lateral deflection unstability；
It in above-mentioned apparatus, excites member in stake side and receives the pile cutoff housing shock absorbing ring between member, using super quiet fragrant deadening felt
It makes, the soil body vibration of excitation is avoided to be propagated along pile body and cause measurement error.
In above-mentioned apparatus, 90 degree of orthogonal directions of inner sleeve tube outer surface of the model pile pile open up two pairs of depth and are respectively
5mm, width are the groove of 20mm, and stake top is through to from bottom flexure element, for the inside and outside flexure element of spud pile and are drawn
Signal wire；Stake top is fastened in the washer of bearing plate bottom surface, is realized to pile pile power transmission.
In above-mentioned apparatus, the inside and outside casing of pile pile coaxially bonds, the stake terminal block block of 20 ~ 40mm of stake bottom adhesion height, prevents
Only along contact surface the shearing changing of the relative positions occurs for inside and outside casing in stake penetration process；Stake terminal block block outer diameter is consistent with model pile pile outer diameter, interior
Diameter is consistent with stake inner sleeve, and medial surface is arranged to cutting shoe, and soil is cut to facilitate, and opens up an annular slot in its top surface, for card
If stake inner sleeve.
The present invention provides pile pile pile sinking simulation experiment methods under a kind of gradient confining pressure, include the following steps：
A. soil sample makes.Sleeve that rubber membrane surrounds is fixed on to the boss of pedestal, surface loop with rubber item first
It covers several hollow steel cylinders and is bolted to be formed and hold film cylinder, backing cylinder edge will be turned to outside rubber membrane top edge, make rubber
Glued membrane is integrally laid in backing cylinder inner wall；Then placement in layers soil sample, until predetermined altitude, and add center opening in native face
Head cover, while by rubber membrane varus, with the binding of rubber item on head cover；Backing cylinder is finally dismantled, model soil sample completes.
B., confining pressure simulated assembly is installed.Several confining pressure rings made vertically are laminated, and are set on the outside of soil sample,
Ensure that its inner cylinder side wall latex film is contacted with soil in ring, top surface adds guide pipe.Between adjacent confining pressure ring, bottom confining pressure ring and base
It is all made of between seat and between top confining pressure ring and guide pipe and is bolted fixation.
C. model pile pile makes.Groove is opened up in the inner sleeve tube outer surface of model pile pile, member and excitation member installation will be received
In the hole position reserved to pile pile, with epoxide-resin glue fixed closed；Wedge-shaped catch is pasted below flexure element, and each flexure element is believed
Number wire routing is drawn in groove and from stake top, external test device；Finally splicing bonding inner sleeve, outer tube and it is super it is quiet it is fragrant every
Sound felt, while in stake end adhesion collar stop.
D. model is installed.Model pile pile is stood on into pile sinking position along guide pipe, stake end is flushed with native face, and stake top is embedded in
In washer, and stake inner sleeve is placed in model pile pile and is fixed by the snap ring of stake terminal block block；Then by stake inner sleeve, washer
And bearing plate is bolted, while plunger tip screw rod is stretched into an inner sleeve, bottom end is contacted with native face.Simultaneously by laser ranging
Instrument is fixed on the inside of reaction frame, and reflective mirror is fixed on bearing plate end, loading device is fixed on counter-force crossbeam, by dynamometry
Meter is fixed between bearing plate and sawtooth compression bar.
E. apply confining pressure.According to each confining pressure ring hydraulic pressure that requirement of experiment is set, filled using the external pressurized control of water injection hole
The water filling into confining pressure ring is set, pressure transmission is simulated by soil in-situ stress state to soil sample by latex film.
F. pile pile injection.Each sensor is debugged first, is reset；Then pile pile is applied by motor-driven gear
Loading carries, and makes in the slow injection soil of model pile pile, utilizes sensor gathered data；After injection to set depth, dynamometry is removed
Meter, sawtooth compression bar and bearing plate are directly connected to, and motor reversely rotates gear and detaches stake inner sleeve, make core soil and a flexure element
Contact；After soil fill in height adjust stablize after, run flexure element successively, to soil around pile after soil compaction during pile driving and soil plug shear wave velocity into
Row measures.
In the above method, if the film cylinder that holds vertically is laminated by dried layer hollow steel cylinder, internal diameter and confining pressure ring internal diameter
Unanimously, and by outer shroud it is bolted fixation；When soil sample makes, it will be sleeved on pedestal in advance and the rubber pattern bound with rubber item applies
It is located at cylinder inboard wall, subsequent placement in layers soil sample adds head cover when being filled to design height, binds rubber membrane, removes hold later
Film cylinder.
Beneficial effects of the present invention：
（1）True soil body lateral stress environment is provided for pile pile pile sinking simulation process, and can be applied a plurality of types of
Confining pressure gradient, the defect of in-situ stress state can not be simulated by overcoming conventional 1g model tests；
（2）Stake core soil and soil around pile shear wave velocity in open-end pipe pile penetration process are measured using flexure element, to grind
Study carefully soil nature dynamic evolution in pile pile soil plug and soil compaction effect and provides experimental test means；With horizontal position in existing experimental technique
Shifting, pore pressure and earth pressure test are combined, and will form the pile pile pile sinking characteristic test device of complete set；
（3）The present invention is further applied load to pile pile using motor-driven gear mode, controls piling speed by microcomputer, can protect
Card pile body uniformly sinks, convenient and fast loading, and precision is higher.
Description of the drawings
Fig. 1 is the structural schematic diagram of the present apparatus；
Fig. 2 is the vertical view of Fig. 1；
Fig. 3 is that flexure element arranges profilograph in stake；
Fig. 4 is a lateral bend member arrangement profilograph；
Fig. 5 is the sectional view of pile pile A-A along Fig. 4（Amplification）；
Fig. 6 is the enlarged diagram that pile pile bearing plate is connect with upper and lower component；
Fig. 7 is the structural schematic diagram of confining pressure ring；
Fig. 8 is the structural schematic diagram of backing cylinder；
In figure：1, reaction frame, 2, sawtooth compression bar, 3, driving gear, 4, counter-force crossbeam, 5, laser range finder, 6, reflective mirror,
7, dynamometer, 8, bearing plate, 9, washer, 10, plunger tip screw rod, 11, stake inner sleeve, 12, excitation member, 13, receive member, 14, wedge shape
Block, 15, outer tube, 16, inner sleeve, 17, signal wire, 18, super quiet fragrant deadening felt, 19, stake terminal block block, 20, guide pipe, 21,
Outer collar bolt, 22, confining pressure ring, 23, latex film, 24, grooved metal gasket, 25, screw, 26, water injection hole, 27, head cover, 28, rubber membrane,
29, soil sample, 30, pedestal.
Specific implementation mode
It is further illustrated the present invention below by embodiment, but is not limited to following embodiment.
Embodiment 1：
As shown in Fig. 1 ~ 7, pile pile pile sinking simulation test device under a kind of gradient confining pressure, including counter-force supporting rack, load dress
It sets, wave velocity testing device, model pile pile, confining pressure simulated assembly；
The counter-force supporting rack includes reaction frame 1 and counter-force crossbeam 4, and counter-force crossbeam 4 is vertically set in reaction frame 1
Portion；
Loading device includes two pairs of driving gears 3, sawtooth compression bar 2 and bearing plate 8, and two pairs of driving gears 3 are placed in counter-force cross
On beam 4, driving gear 3 is controlled by motor, and sawtooth compression bar 2 is separately positioned between two driving gears 3, and sawtooth compression bar 2 is worn
Counter-force crossbeam 4 is crossed, 2 bottom of sawtooth compression bar is equipped with bearing plate 8；When load, drives driving gear 3 to rotate using motor, pass through machine
Tool conduction drives sawtooth compression bar 2 and bearing plate 8 to be vertically moved；It is equipped with dynamometer 7 between sawtooth compression bar 2 and bearing plate 8, is used for
Measure the penetration resistance of pile pile；8 end of bearing plate is equipped with reflective mirror 6, and laser range finder 5 is fixed on 1 madial wall of reaction frame,
Laser range finder 5 is correspondingly arranged in opposite directions with reflective mirror 6；The bearing plate 8 is inverted T shaped Circular plate structure, and center is equipped with hole；
The model pile pile includes inner sleeve 16, outer tube 15, stake inner sleeve 11, plunger tip screw rod 10 and stake terminal block block 19,
Model pile pile gos deep into inside soil body, is evenly equipped with wave velocity testing device thereon；
It is stake inner sleeve 11 on the inside of the model pile pile, welds doughnut-shaped steel plate at the top of sleeve, 11 bottom end card of stake inner sleeve is set
In stake terminal block block 19；Stake inner sleeve 11, doughnut-shaped steel plate and the bearing plate 8 of upper end connect；Stake inner sleeve 11 is internally provided with plunger tip
Screw rod 10,10 upper end of plunger tip screw rod are fixed on counter-force crossbeam 4, sequentially pass through bearing plate 8 and pile pile downwards, bottom connects with the soil body
It touches；In loading procedure, screw rod embedded depth is controlled by adjusting top nut, to obtain the soil plug of different height；
The wave velocity testing device includes several along pile pile inner and outer surfaces different height excitation arranged in pairs member 12 and connecing
Member 13 is received, the shear wave velocity of stake core soil and Pile side soil is measured respectively；13 composition one of each two excitation member 12 and reception member
Group test cell, and pass through 17 external test device of signal wire；Wherein, excitation member 12 and reception member 13 are radially right respectively in stake
Claim arrangement, stake side excites member 12, and then short distance is arranged in pairs up and down on the outside of pile pile along same axis with member 13 is received（See Fig. 3 and
4）；
Groove is equipped between the inside and outside casing, signal wire 17 is passed through from the groove；Stake inner sleeve and test cell lower part
Block contacts, and is not contacted with inner sleeve；
The confining pressure simulated assembly includes several confining pressure ring 22 being vertically laminated, guide pipe 20, rubber membrane 28, latex films
23, confining pressure simulated assembly is fixed on 30 top of pedestal, is connected and fixed between each other by outer collar bolt 21；Neighbouring two
Water injection hole 26, the external hydraulic control device of water injection hole are provided between confining pressure ring；The confining pressure ring 22 is passed through by a pair of of concentric drums
Upper and lower annular cover plate connects to form overall structure, and the cavity surrounded is as balancing gate pit；
Confining pressure collar at inner space closed using latex film 23, the inside of latex film 23 is equipped with rubber pattern 28, rubber pattern
28 package soil samples 29, while lower ring edge on latex film 23 is individually fixed in ring up and down by screw 25 and grooved metal gasket 24
Shape cover board outer surface forms and seals fluid-tight cavity structure.
In above-mentioned apparatus, the stake inner sleeve 11 is made of hollow steel pipe, is sheathed on inside pile pile, diameter is not to contact
In stake subject to flexure element, length is long consistent with stake, avoids in pile driving process soil plug from directly contact with flexure element in stake and causes it crowded
Crush it is bad, and assist plunger tip screw rod control stake core soil plug height；Doughnut-shaped steel plate size at the top of stake inner sleeve and bearing plate bottom
Size is consistent, along the circumferential direction reserves several bolts hole, and washer is arranged thereunder, by bolt by washer, doughnut-shaped steel plate
It is linked to be entirety with bearing plate, realizes to stake inner sleeve power transmission.
In above-mentioned apparatus, the excitation member 12 and reception member 13 are piezoelectric ceramic bending element, and flexure element logarithm and spacing can
It is selected according to test objective and specific requirement.
In above-mentioned apparatus, the flexure element embedment soil body depth is 5mm, and working frequency is 5 ~ 25kHz；Stake lateral bend member is
Using horizontal polarization direction, every group of test cell uses identical polarization direction in stake；Block is set below flexure element, is prevented
Soil body filling damage flexure element when stake inner sleeve removes, while an inner sleeve being prevented to be likely to occur lateral deflection unstability；
In above-mentioned apparatus, in stake side excitation member 12 and receive the pile cutoff housing shock absorbing ring between member 13, using it is super it is quiet it is fragrant every
Sound felt 18 makes, and the soil body vibration of excitation is avoided to be propagated along pile body and cause measurement error.
Flexure element test philosophy：Excitation member sends out vibration, reception member is propagated to via soil sample, to measure the shearing of soil sample
Velocity of wave.In Fig. 4, excitation member sends out shearing wave and propagates to reception member through Pile side soil, and super quiet fragrant deadening felt is to prevent shearing wave from stake
Interior propagation, to influence test accuracy.
In above-mentioned apparatus, 90 degree of orthogonal directions of inner sleeve tube outer surface of the model pile pile open up two pairs of depth and are respectively
5mm, width are the groove of 20mm, and stake top is through to from bottom flexure element, for the inside and outside flexure element of spud pile and are drawn
Signal wire；Stake top is fastened in the washer of bearing plate bottom surface, is realized to pile pile power transmission.
In above-mentioned apparatus, the inside and outside casing of pile pile coaxially bonds, the stake terminal block block of 20 ~ 40mm of stake bottom adhesion height, prevents
Only along contact surface the shearing changing of the relative positions occurs for inside and outside casing in stake penetration process；Stake terminal block block outer diameter is consistent with model pile pile outer diameter, interior
Diameter is consistent with stake inner sleeve, and medial surface is arranged to cutting shoe, and soil is cut to facilitate, and opens up an annular slot in its top surface, for card
If stake inner sleeve.
The present invention provides pile pile pile sinking simulation experiment methods under a kind of gradient confining pressure, include the following steps：
A. soil sample makes.Sleeve that rubber membrane surrounds is fixed on to the boss of pedestal, surface loop with rubber item first
It covers several hollow steel cylinders and is bolted to be formed and hold film cylinder, backing cylinder edge will be turned to outside rubber membrane top edge, make rubber
Glued membrane is integrally laid in backing cylinder inner wall；Then placement in layers soil sample, until predetermined altitude, and add center opening in native face
Head cover, while by rubber membrane varus, with the binding of rubber item on head cover；Backing cylinder is finally dismantled, model soil sample completes.
B., confining pressure simulated assembly is installed.Several confining pressure rings made vertically are laminated, and are set on the outside of soil sample,
Ensure that its inner cylinder side wall latex film is contacted with soil in ring, top surface adds guide pipe.Between adjacent confining pressure ring, bottom confining pressure ring and base
It is all made of between seat and between top confining pressure ring and guide pipe and is bolted fixation.
C. model pile pile makes.Groove is opened up in the inner sleeve tube outer surface of model pile pile, member and excitation member installation will be received
In the hole position reserved to pile pile, with epoxide-resin glue fixed closed；Wedge-shaped catch is pasted below flexure element, and each flexure element is believed
Number wire routing is drawn in groove and from stake top, external test device；Finally splicing bonding inner sleeve, outer tube and it is super it is quiet it is fragrant every
Sound felt, while in stake end adhesion collar stop.
D. model is installed.Model pile pile is stood on into pile sinking position along guide pipe, stake end is flushed with native face, and stake top is embedded in
In washer, and stake inner sleeve is placed in model pile pile and is fixed by the snap ring of stake terminal block block；Then by stake inner sleeve, washer
And bearing plate is bolted, while plunger tip screw rod is stretched into an inner sleeve, bottom end is contacted with native face.Simultaneously by laser ranging
Instrument is fixed on the inside of reaction frame, and reflective mirror is fixed on bearing plate end, loading device is fixed on counter-force crossbeam, by dynamometry
Meter is fixed between bearing plate and sawtooth compression bar.
E. apply confining pressure.According to each confining pressure ring hydraulic pressure that requirement of experiment is set, filled using the external pressurized control of water injection hole
The water filling into confining pressure ring is set, pressure transmission is simulated by soil in-situ stress state to soil sample by latex film.
F. pile pile injection.Each sensor is debugged first, is reset；Then pile pile is applied by motor-driven gear
Loading carries, and makes in the slow injection soil of model pile pile, utilizes sensor gathered data；After injection to set depth, dynamometry is removed
Meter, sawtooth compression bar and bearing plate are directly connected to, and motor reversely rotates gear and detaches stake inner sleeve, make core soil and a flexure element
Contact；After soil fill in height adjust stablize after, run flexure element successively, to soil around pile after soil compaction during pile driving and soil plug shear wave velocity into
Row measures.
In the above method, if the film cylinder that holds vertically is laminated by dried layer hollow steel cylinder, internal diameter and confining pressure ring internal diameter
Unanimously, and by outer shroud it is bolted fixation；When soil sample makes, it will be sleeved on pedestal in advance and the rubber pattern bound with rubber item applies
It is located at cylinder inboard wall, subsequent placement in layers soil sample adds head cover when being filled to design height, binds rubber membrane, removes hold later
Film cylinder.The structure for holding film cylinder is as shown in Figure 8.
Claims (8)
1. pile pile pile sinking simulation test device under a kind of gradient confining pressure, it is characterised in that：Including counter-force supporting rack, loading device,
Wave velocity testing device, model pile pile, confining pressure simulated assembly；
The counter-force supporting rack includes reaction frame and counter-force crossbeam, and counter-force beam vertical is arranged at the middle part of reaction frame；
Loading device includes two pairs of driving gears, sawtooth compression bar and bearing plate, and two pairs of driving gears are placed on counter-force crossbeam, drive
Gear is controlled by motor, and sawtooth compression bar is separately positioned between two driving gears, and sawtooth compression bar passes through counter-force crossbeam, sawtooth
Compression bar bottom is equipped with bearing plate；Dynamometer, the penetration resistance for measuring pile pile are equipped between sawtooth compression bar and bearing plate；Pressure-bearing
Plate end is equipped with reflective mirror, is fixed with laser range finder on reaction frame madial wall, laser range finder is corresponding in opposite directions with reflective mirror
Setting；The bearing plate is inverted T shaped Circular plate structure, and center is equipped with hole；
The model pile pile includes inner sleeve, outer tube, stake inner sleeve, plunger tip screw rod and stake terminal block block, and model pile pile is deeply native
Internal portion is evenly equipped with wave velocity testing device thereon；
It is stake inner sleeve on the inside of the model pile pile, welds doughnut-shaped steel plate at the top of sleeve, stake inner sleeve bottom end is fastened on a terminal block
In block；Stake inner sleeve, doughnut-shaped steel plate and the bearing plate of upper end connect；Stake inner sleeve is internally provided with plunger tip screw rod, on plunger tip screw rod
End is fixed on counter-force crossbeam, sequentially passes through bearing plate and pile pile downwards, bottom is contacted with the soil body；
The wave velocity testing device include it is several along pile pile inner and outer surfaces different height excitation arranged in pairs member and receive member,
The shear wave velocity of stake core soil and Pile side soil is measured respectively；The excitation member and reception member are piezoelectric ceramic bending element, curved
Bent member logarithm and spacing are selected according to test objective and specific requirement；
Each two excitation member and reception member one group of test cell of composition, and pass through the external test device of flexure element signal wire；Wherein,
Excitation member is radially arranged symmetrically respectively with reception member in stake, and stake side excitation member and reception member are then along same axis on the outside of pile pile
Upper and lower side is closely arranged in pairs；
Groove is equipped between the inside and outside casing, flexure element signal wire is passed through from the groove；
The confining pressure simulated assembly includes confining pressure ring, guide pipe, rubber membrane, the latex film that several are vertically laminated, confining pressure simulation
Component is fixed on above pedestal, is bolted fixation by outer shroud between each other；It is provided between two neighbouring confining pressure rings
Water injection hole, the external hydraulic control device of water injection hole；The confining pressure ring connects shape by a pair of of concentric drums by upper and lower annular cover plate
Integral structure, the cavity surrounded is as balancing gate pit；
Confining pressure collar at inner space closed using latex film, rubber pattern is equipped on the inside of latex film, rubber pattern wraps up soil sample, together
When lower ring edge on latex film is individually fixed in upper and lower annular cover plate outer surface by screw and grooved metal gasket, formed close
Seal fluid-tight cavity structure.
2. pile pile pile sinking simulation test device under gradient confining pressure according to claim 1, it is characterised in that：The stake inner sleeve
Cylinder is made of hollow steel pipe, is sheathed on inside pile pile, and stake inner sleeve does not contact flexure element in stake, length and pile pile length one
It causes；Doughnut-shaped steel plate size at the top of stake inner sleeve is consistent with bearing plate bottom size, along the circumferential direction reserves several bolts hole, and
Washer is set thereunder, washer, doughnut-shaped steel plate and bearing plate are linked to be by entirety by bolt, realized to stake inner sleeve power transmission.
3. pile pile pile sinking simulation test device under gradient confining pressure according to claim 1, it is characterised in that：The flexure element
Embedment soil body depth is 5mm, and working frequency is 5 ~ 25kHz；Stake lateral bend member is all made of horizontal polarization direction, every group of test in stake
Unit uses identical polarization direction；Block is set below flexure element.
4. pile pile pile sinking simulation test device under gradient confining pressure according to claim 1, it is characterised in that：It is excited in stake side
Pile cutoff housing shock absorbing ring between member and reception member, shock absorbing ring are made of super quiet fragrant deadening felt.
5. pile pile pile sinking simulation test device under gradient confining pressure according to claim 1, it is characterised in that：The model pipe
It is 5mm that 90 degree of orthogonal directions of inner sleeve tube outer surface of stake open up two pairs of depth respectively, and width is the groove of 20mm, curved from the bottom
It is through to stake top at bent member, for the inside and outside flexure element of spud pile and draws signal wire；Stake top is fastened in the washer of bearing plate bottom surface
It is interior, it realizes to pile pile power transmission.
6. pile pile pile sinking simulation test device under gradient confining pressure according to claim 1, it is characterised in that：The pile pile
Inside and outside casing coaxially bonds, the stake terminal block block of 20 ~ 40mm of stake bottom adhesion height, prevents inside and outside casing edge in a penetration process from connecing
The shearing changing of the relative positions occurs for contacting surface；Stake terminal block block outer diameter is consistent with model pile pile outer diameter, and internal diameter is consistent with stake inner sleeve, medial surface setting
An annular slot is opened up at cutting shoe, and in its top surface, an inner sleeve is set for card.
7. pile pile pile sinking simulation experiment method under a kind of gradient confining pressure, using claim 1 ~ 6 any one of them gradient confining pressure
Lower pile pile pile sinking simulation test device, it is characterised in that：Include the following steps：
A. soil sample makes：Sleeve that rubber membrane surrounds is fixed on to the boss of pedestal with rubber item first, if surface ring set
Dry hollow steel cylinder is simultaneously bolted to be formed and holds film cylinder, backing cylinder edge will be turned to outside rubber membrane top edge, makes rubber membrane
Integrally be laid in backing cylinder inner wall；Then placement in layers soil sample, until predetermined altitude, and add the top of center opening in native face
Lid, while by rubber membrane varus, with the binding of rubber item on head cover；Backing cylinder is finally dismantled, model soil sample completes；
B., confining pressure simulated assembly is installed：Several confining pressure rings made vertically are laminated, and are set on the outside of soil sample, are ensured
Its inner cylinder side wall latex film is contacted with soil in ring, and top surface adds guide pipe；Between adjacent confining pressure ring, bottom confining pressure ring and pedestal it
Between and top confining pressure ring and guide pipe between be all made of and be bolted fixation；
C. model pile pile makes：Groove is opened up in the inner sleeve tube outer surface of model pile pile, member will be received and excitation member is installed to pipe
In the reserved hole position of stake, with epoxide-resin glue fixed closed；Wedge-shaped catch is pasted below flexure element, by each flexure element signal wire
It is laid in groove and is drawn from stake top, external test device；Finally splicing bonding inner sleeve, outer tube and super quiet fragrant sound insulation
Felt, while in stake end adhesion collar stop；
D. model is installed：Model pile pile is stood on into pile sinking position along guide pipe, stake end is flushed with native face, and stake top is embedded in washer
It is interior, and stake inner sleeve is placed in model pile pile and is fixed by the snap ring of stake terminal block block；Then by stake inner sleeve, washer and hold
Pressing plate is bolted, while plunger tip screw rod is stretched into an inner sleeve, and bottom end is contacted with native face；Laser range finder is consolidated simultaneously
It is scheduled on the inside of reaction frame, reflective mirror is fixed on bearing plate end, loading device is fixed on counter-force crossbeam, dynamometer is consolidated
It is scheduled between bearing plate and sawtooth compression bar；
E. apply confining pressure：According to requirement of experiment set each confining pressure ring hydraulic pressure, using the external pressurized control device of water injection hole to
Pressure transmission is simulated soil in-situ stress state by water filling in confining pressure ring by latex film to soil sample；
F. pile pile injection：Each sensor is debugged first, is reset；Then lotus is applied to pile pile by motor-driven gear
It carries, makes in the slow injection soil of model pile pile, utilize sensor gathered data；After injection to set depth, dynamometer is removed, it will
Sawtooth compression bar and bearing plate are directly connected to, and motor reversely rotates gear and detaches stake inner sleeve, and core soil is made to be contacted with flexure element；
After soil plug height adjusts and stablizes, flexure element is run successively, the shear wave velocity of soil around pile after soil compaction during pile driving and native plug is surveyed
Amount.
8. pile pile pile sinking simulation experiment method under gradient confining pressure according to claim 7, it is characterised in that：It is described to hold film cylinder
If being vertically laminated by dried layer hollow steel cylinder, internal diameter is consistent with confining pressure ring internal diameter, and is bolted fixation by outer shroud；Soil
When sample makes, the rubber pattern for being sleeved on pedestal in advance and being bound with rubber item is laid in cylinder inboard wall, subsequent placement in layers soil sample,
Head cover is added when being filled to design height, binds rubber membrane, removes hold film cylinder later.
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| CN104294860B (en) * | 2014-09-26 | 2016-01-20 | 福州大学 | P-Y curve measurement mechanism in pile-soil interaction shaketalle test |
| CN204461981U (en) * | 2014-12-16 | 2015-07-08 | 广西科技大学 | A kind of pile tube Vertical Static Loading Test visual Simulation device |
| CN105756104B (en) * | 2016-03-10 | 2018-07-03 | 青岛理工大学 | Indoor model pile body fiber grating and pile-soil interface sensor laying device |
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