CN109765109A - Soft Soil Layer pile foundation quasi-Pascal effect experimental rig - Google Patents
Soft Soil Layer pile foundation quasi-Pascal effect experimental rig Download PDFInfo
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Abstract
The invention discloses a kind of Soft Soil Layer pile foundation quasi-Pascal effect experimental rigs, including sample bucket, test soil sample, lateral pressure detection unit, vertical pressure detection unit, pore water pressure detection unit, Model Pile, clamping limb, fluid pressure type stationary-mobile power load maintainer and displacement measurement mechanism；The lateral pressure detection unit, vertical pressure detection unit and pore water pressure detection unit are electrically connected with Acquisition Instrument, the crust layer has loading zone and destruction area, and the fluid pressure type stationary-mobile power load maintainer has vertical press in the top-joining part of the loading zone；Model Pile is equipped in the sample bucket, the lateral pressure detection unit is installed in the Model Pile, and the vertical pressure detection unit is set to the lower section of the loading zone.The present invention has the characteristics that simulate Soft Soil Layer pile foundation quasi-Pascal effect and a variety of conditions can control to carry out precision test, is suitable for Geotechnical Engineering field.
Description
Technical field
The invention belongs to Geotechnical Engineering fields, specifically, being related to a kind of Soft Soil Layer pile foundation quasi-Pascal effect
Experimental rig.
Background technique
Natural weak soil upper layer generally covers that one layer of intensity is relatively high, rigidity is larger and the lower crust layer of permeability, tool
There are sealing process and stress spread effect；When pile foundation excavation leads to crust layer local failure, after the deformation of crust layer load-bearing, under cover it is soft
Soil will form extraordinary pore water pressure, and this pressure is squeezed similar to after sealing liquid load-bearing to surrounding, the far super theoretical value of numerical value,
Coverage is big, i.e., " quasi-Pascal effect " of weak soil in geotechnical engineering, can cause the engineering accidents such as pile foundation offset even fracture；
Since quasi-Pascal effect does not meet traditional soil mechanics theory, and it is the engineering harm of necessary being in pile foundation engineering, therefore studies
Its mechanism of action and influence factor to pile foundation, for improving earth pressure theory and Design of Foundation method, guaranteeing construction peace
It is complete most important.
For a long time, the research of weak soil quasi-Pascal effect depends on field test.Field test expends huge
Human and material resources and financial resources, period length, poor repeatability, uncontrollable factor are more, are unfavorable for grinding each operating condition factor respectively
Study carefully.Laboratory test can simulate various working, and the parameters such as precise acquisition stake lateral pressure and pile deflection, meanwhile, experimental rig
And its test method design can rationally eliminate boundary effect by the theory of similarity, to improve and the similar journey of live actual condition
Degree.Therefore, there is an urgent need to develop a kind of Soft Soil Layer pile foundation quasi-Pascal effect experimental rig.
Summary of the invention
The present invention provides a kind of Soft Soil Layer pile foundation quasi-Pascal effect experimental rig, can simulate Soft Soil Layer pile foundation class
Pascal's effect, and soil sample pressure data and pile deflection data are acquired, greatly reduce field test workload, enriches class Paasche
Card effect study technological means.
To achieve the above object, the technical solution adopted in the present invention is as follows:
A kind of Soft Soil Layer pile foundation quasi-Pascal effect experimental rig, including be set to testing stand on and lower part be equipped at least one
The examination that there is root sample bucket, the crust layer being filled in sample bucket from top to bottom and the Soft Soil Layer of the drainpipe of control valve to be constituted
It tests soil sample, the lateral pressure detection unit being respectively arranged in the Soft Soil Layer of test soil sample and vertical pressure detection unit, be set to side
To pore water pressure detection unit between pressure sensing cell and vertical pressure detection unit and hydraulic on testing stand
Formula stationary-mobile power load maintainer；The lateral pressure detection unit, vertical pressure detection unit and pore water pressure detection unit are equal
It is electrically connected with the Acquisition Instrument being set on the testing stand, the crust layer has loading zone and destruction area, the fluid pressure type stationary-mobile
Power load maintainer has vertical press in the top-joining part of the loading zone；It is equipped in the side of the top-joining part for detecting apical grafting
Portion exports the displacement measurement mechanism of end movement, is equipped with both ends along the vertical direction in the sample bucket and extends to the crust layer respectively
Model Pile in destruction area and the sample barrel soleplate, the lateral pressure detection unit are installed in the Model Pile；It is described
Vertical pressure detection unit is set to the lower section of the loading zone；There are connecting rod, one end of the connecting rod in riveting on the test specimen tube
It is contacted with the Model Pile.
Further, the fluid pressure type stationary-mobile power load maintainer is connect with the testing stand self-anchored type, the fluid pressure type
Stationary-mobile power load maintainer includes the load crossbeam being installed on above the sample bucket, is slidably connected on the load crossbeam
External force can be along the hydraulic cylinder of the radial motion of sample bucket under pushing, and the hydraulic cylinder is vertically arranged its output end and passes through switching
Disk is detachably connected with the top-joining part.
Further, the end face of the one end of Yu Suoshu transfer panel far from hydraulic cylinder is evenly provided with several connector sleeves,
The top-joining part includes the mandril being detachably connected respectively with each connector sleeve, and the one end of Yu Suoshu mandril far from connector sleeve is solid
Equipped with platen.
Further, the test soil sample includes the crust layer being sequentially arranged in the sample bucket from top to bottom or less
Membrane waterproofing layer, Soft Soil Layer and sandy soils, the lateral pressure detection unit, vertical pressure detection unit and pore water pressure
Detection unit is set in the Soft Soil Layer.
Further, the Model Pile includes column made of artificial stone, and proportion is kaolin: lime: cement: water
=1:1:2:1.
Further, the crust layer is made of soil cement, and proportion is drying weak soil: water: cement=1:0.5:0.2.
Further, the lateral pressure detection unit include several along the Model Pile axially spaced-apart embedded in described
The first pressure sensor for being used to detect lateral pressure on Model Pile surface.
Further, the vertical pressure detection unit includes that several are spaced perpendicular for detecting along the vertical direction
To the second pressure sensor of pressure.
Further, the sample bucket is cylinder, and the destruction area is circle, and the destruction area diameter is the examination
The 1/10-1/20 of sample bucket bucket diameter can avoid disturbance of the bucket wall boundary effect to test process.
Further, the displacement measurement mechanism includes high-precision industrial camera, image acquisition rates up to 20 frames/second,
Maximum strain measurement rate in real time, can pile deflection track and displacement in non-cpntact measurement loading procedure up to 60Hz.
The present invention is due to using above-mentioned structure, and compared with prior art, acquired technological progress is: described
The Model Pile being arranged in sample bucket has unified, more reasonable proportion, have with the approximate modulus parameter of prototype stake, be stake
The measurement of head displacement provides reliable basis；The test soil sample filled in the sample bucket has the crust layer of optimum ratio,
Middle drying weak soil is natural weak soil drying, pulverizes the soil particle that the moisture content obtained after processing is 0, and crust layer has and reality
Mechanics parameter similar in crust layer more meets field geology situation, test error caused by avoiding because of crust layer nature difference
The disturbance that real method prepares crust layer to Soft Soil Layer is hit with tradition；The destruction area size adjustable of the crust layer setting, Neng Goumo
The different range that quasi- Practical Project pile foundation excavates, and enough spaces are provided for the pile deflection of Model Pile；The sample bucket
Drainpipe is arranged in lower part, can adjust uninterrupted by rotating the control valve on the drainpipe, Control experiment soil sample
Pore water dissipation rate realizes the accurate simulation of field condition to simulate the permeability of overburden layer under live Soft Soil Layer；The liquid
Pressure type stationary-mobile power load maintainer, the platen that can be made it have provide dead load and multi-frequency, waveform to test soil sample
Dynamic load, and platen position is adjustable, to realize the load to soil sample different location, pressure and displacement sensor built in platen,
Accurately control on-load pressure and record sinking displacement；The connecting rod can limit pile crown lateral displacement, to simulate in actual condition
The case where pile crown is constrained by cushion cap studies influence of the pile crown constraint condition to pile body load-bearing, deformation；Setting in the test soil sample
Lateral pressure detection unit and vertical pressure detection unit can accurately measure soil pressure suffered by test model stake and soft
Vertical additonal pressure in soil, and be transmitted on Acquisition Instrument；The displacement measurement mechanism utilizes high-precision industrial camera and mating soft
Not contact model stake measurement pile deflection track and its displacement may be implemented in part, avoids tradition displacement meter measurement method to stake
The influence of head displacement process；In summary, the present invention can simulate Soft Soil Layer pile foundation quasi-Pascal effect and carry out indoor examination
Test, acquire test soil sample pressure and pile deflection data analyzed.
Detailed description of the invention
Attached drawing is used to provide further understanding of the present invention, and constitutes part of specification, with reality of the invention
It applies example to be used to explain the present invention together, not be construed as limiting the invention.
In the accompanying drawings:
Fig. 1 is the structural schematic diagram of the embodiment of the present invention；
Fig. 2 is the structural schematic diagram of fluid pressure type of embodiment of the present invention stationary-mobile power load maintainer；
Fig. 3 is vertical attached power in weak soil under difference of embodiment of the present invention loading stress with depth profile；
Fig. 4 be the embodiment of the present invention be under different loading stresses in stake side horizontal additional stress with change in depth schematic diagram；
Fig. 5 is that the embodiment of the present invention is lateral pressure coefficient and change in depth schematic diagram under different class of loading.
Mark component: 1- Model Pile, 2- first pressure sensor, 3- second pressure sensor, 4- third pressure sensor,
5- crust layer, 6- destruction area, 7- loading zone, 8- Soft Soil Layer, 9- side wall, 10- membrane waterproofing layer, 11- platen, 12- pedestal, 13-
Drainpipe, 14- load crossbeam, 15- testing stand, 16- bottom plate, 17- groove, 18- sandy soils, 19- Acquisition Instrument, 20- displacement measurement
Mechanism, 21- connecting rod, 22- hydraulic cylinder, 23- transfer panel, 24- connector sleeve, 25- mandril.
Specific embodiment
Hereinafter, preferred embodiments of the present invention will be described with reference to the accompanying drawings.It should be appreciated that preferred reality described herein
Apply example only for the purpose of illustrating and explaining the present invention and is not intended to limit the present invention.
Embodiment Soft Soil Layer pile foundation quasi-Pascal effect experimental rig
Present embodiment discloses a kind of Soft Soil Layer pile foundation quasi-Pascal effect experimental rigs, as shown in Figure 1, including sample
Bucket, Model Pile 1, lateral pressure detection unit, vertical pressure detection unit, fluid pressure type stationary-mobile power load maintainer and it is filled in examination
Test soil sample in sample bucket.
Sample bucket is placed on testing stand vertically and has barrel-shaped side wall 9, this side wall 9 is using with a thickness of 2cm, height
It is made of 100cm, internal diameter of the high-strength poly (methyl methacrylate) plate of 50cm, it is sufficient to bear the soil lateral pressure in loading procedure；Side wall 9
Bottom end end face is fitted with the pedestal 12 being shelved on testing stand；Bottom plate 16, the edge of bottom plate 16 are pasted on 12 upper surface of pedestal
It is tightly attached to 9 inside of side wall of sample bucket and forms the bottom wall of sample bucket；Wherein, the effect of pedestal 12 is examination during the test
Sample bucket by ensure under the action of loading force sample bucket will not run-off the straight, the effect of bottom plate 16 be prevent test soil sample leak out
Sample bucket, and then influence test effect；Also, pedestal 12 and bottom plate 16 can be dismantled with the side wall 9 of sample bucket and be separated, convenient for examination
Removing, replacement or the cleaning of sample bucket of test soil sample in sample bucket；The lower part of sample bucket is provided at least one and sample bucket
Test the drainpipe 13 of soil sample connection, the quantity of drainpipe 13 is according to the Demand Design of draining amount, on every drainpipe 13
Control valve is installed, for the pore water dissipation rate of Control experiment soil sample, to simulate the permeability of overburden layer under live weak soil,
Realize the accurate simulation of field condition.
Testing soil sample includes the crust layer 5 being sequentially filled in sample bucket from top to bottom, membrane waterproofing layer 10, Soft Soil Layer 8
And sandy soils 18；Wherein, using having the soil cement for covering the identical soil sample of Soft Soil Layer under production, soil cement proportion is crust layer 5
Weak soil: water: cement=1:0.5:0.2 is dried, cement uses label PO52.5 early-strength cement, can not disturb lower layer's weak soil
In the case of, intensity and water-resisting property obtained by hydrated cementitious, to simulate, practical 5 intensity of crust layer height, rigidity is big, permeability is low
Characteristic, it can be achieved that sealing process to lower part weak soil while simulating 5 high intensity of practical crust layer, low-permeability；Hard shell
The effect for the membrane waterproofing layer 10 being laid between layer 5 and Soft Soil Layer 8 is: for separating crust layer 5 and Soft Soil Layer 8, to prevent
Moisture is scattered and disappeared by crust layer destruction area 6 in weak soil, to guarantee that 8 moisture content of Soft Soil Layer is constant, improves the accuracy of test；Hard shell
The center of layer 5 is provided with circumferential notch, this circumferential notch forms destruction area 6, and the diameter of destruction area 6 is the 1/ of sample bucket bucket diameter
, to provide sufficient space for the pile deflection of Model Pile 1；Crust layer 5 is additionally provided with loading zone 7, and loading zone 7 is
The cylindrical soil body that separates when crust layer 5 makes, the material of the cylindrical soil body is identical as crust layer 5, but not with hard shell
5 adhesion of layer, under the premise of keeping 5 sealing effect of top crust layer, realization avoids pair the local loading of lower part Soft Soil Layer 8
Crust layer 5 forms disturbance.
Model Pile 1 is vertically arranged in sample bucket, and both ends are respectively protruding into 6 He of destruction area of crust layer 5 along the vertical direction
Sample barrel soleplate 16；Model Pile 1 includes column made of artificial stone, and the ingredient of column is kaolin: lime: cement: water,
And 1:1:2:1 is formulated according to the ratio, and Model Pile 1 have with strength and stiffness similar in prototype stake, and then have it is similar
Deformation characteristic ensure that the science that pile deflection is measured and analyzed；When production, groove 17, mould are provided at the center of bottom plate 16
The bottom end of type stake 1 is inserted into the groove 17 of bottom plate 16, and then 1 bottom end of limited model stake is subjected to displacement and rotates, to simulate reality
The controlled prototype stake in stake bottom in the operating condition of border.Model Pile 1 and the main similar Design parameter of prototype stake are as follows:
| Parameter | Similarity criterion | The likelihood ratio | Model | Prototype |
| Long/the cm of stake | Geometric similarity | 1:50 | 60 | 3000 |
| Stake diameter/cm | Geometric similarity | 1:50 | 2 | 100 |
| Elasticity modulus/GPa | Material is similar | 1:1 | 30 | 32.5 |
Lateral pressure detection unit is mounted in Model Pile 1, and lateral pressure detection unit includes multiple is arranged in Soft Soil Layer 8
Interior first pressure sensor 2；The axial direction that Model Pile 1 is located on the part of Soft Soil Layer 8 along Model Pile 1 is equably provided with and first
The identical card slot of 2 quantity of pressure sensor, each first pressure sensor 2 are embedded in the stake of Model Pile 1 by corresponding card slot
With, and then each first pressure sensor 2 is fixed in Model Pile 1, it is ensured that the position and angle of first pressure sensor 2
Degree makes it keep vertical state, to guarantee the pressure measured for proper soil lateral pressure.
The lower section in Soft Soil Layer 8 and being located at loading zone 7, vertical pressure detection unit packet is arranged in vertical pressure detection unit
It includes multiple spaced for detecting the second pressure sensor 3 of vertical pressure, each second pressure sensor 3 along the vertical direction
It is corresponded with each first pressure sensor 2, and makes the height of corresponding first pressure sensor 2 and second pressure sensor 3
It spends identical, ensure that its ratio is lateral pressure of soft clay coefficient at a certain height.
Pore water pressure detection unit, pore water are provided between lateral pressure detection unit and vertical pressure detection unit
Pressure sensing cell is third pressure sensor 4, is also arranged in Soft Soil Layer 8.
Each first pressure sensor 2, each second pressure sensor 3 and third pressure sensor 4 are electrically connected with setting and exist
On Acquisition Instrument 19 on testing stand；The Acquisition Instrument 19 is the strain-type Acquisition Instrument 19 of united States Kan Bell Co. production, model
CR-6, frequency acquisition reach as high as 200kHz, can acquire 8 vertical attached power of Soft Soil Layer, pile body side during loading in real time
It is distributed to soil pressure and pore water pressure, and then analyzes geostatic shield and transfer law under quasi-Pascal effect.
Fluid pressure type stationary-mobile power load maintainer is connect with testing stand self-anchored type, as shown in Fig. 2, fluid pressure type stationary-mobile power loads machine
Structure includes the load crossbeam 14 being mounted on above sample bucket, loads and slidably connects hydraulic cylinder 22, hydraulic cylinder on crossbeam 14
22 can be along the radial motion of sample bucket under external force promotion, and the output end of hydraulic cylinder 22 is vertically arranged and passes through transfer panel 23
It is detachably connected with top-joining part.Since hydraulic cylinder 22 can be slided in the top of sample bucket, top-joining part can be made to press against in this way
The different location of the loading zone 7 in hard shell area 5, and be averaged after the different numerical value of acquirement are overlapped, obtained data are more smart
Really.
The present embodiment data measured, the different location of precise measurement sample bucket loading zone 7, and change in order to be more accurate
With the contact area of loading zone 7, as shown in Fig. 2, being equably arranged in the end face of the one end of transfer panel 23 far from hydraulic cylinder 22
There are multiple connector sleeves 24, top-joining part includes being threaded with mandril 25 with each connector sleeve respectively, in mandril 25 far from connector sleeve
24 one end presses against on the loading zone 7 of crust layer 5 integrally formed with platen 11, platen 11, the platen 11 of each mandril 25
Size can be same or different；By increasing or decreasing the quantity of mandril 25, the size of platen 11 is converted, to realize top-joining part
The different location of loading zone 7 is pressed against with the platen 11 of the variation of 7 contact area of loading zone, and each mandril 25, so that
Certain point or a certain region when measurement not instead of to loading zone 7 measure, to the multiple points or multiple regions of loading zone 7
It measures, so that measurement accuracy, accuracy are higher.By means of hydraulic oil source, top-joining part can provide stable quiet the present embodiment
The dynamic load of load and multi-frequency and waveform, to simulate the static load and power construction under actual condition near pile foundation；?
Meet load while require, platen 11 is also built-in with pressure sensor and displacement sensor, can export in real time on-load pressure and
It is displaced deflection.
As shown in Figure 1, riveting has connecting rod 21 on test specimen tube, connecting rod 21 can be dismounted according to experimental condition, one end and model
Stake 1 contacts.The effect of connecting rod 21 is the lateral displacement of limited model stake 1, fixes operating condition to simulate pile crown in Practical Project.
Being displaced measurement mechanism 20 includes high-precision industrial camera and its mating control software, is become using GOM non-contact optical
Shape measuring instrument, image acquisition rates are up to 20 frames/second, and maximum strain measurement rate can be in not contact model stake up to 60Hz in real time
Under conditions of 1, obtain pile crown horizontal displacement during test.
Working principle of the present invention is as follows:
After the completion of testing soil sample and the preparation of Model Pile 1, is loaded using fluid pressure type stationary-mobile power load maintainer, pass through pressure
Disk 11 acts on external load vertically, steadily on the loading zone 7 of crust layer 5；Each first pressure is acquired in real time by Acquisition Instrument 19
The reading of force snesor 2, each second pressure sensor 3 and third pressure sensor 4 obtains vertical attached power, lateral soil pressure
Power is analyzed and is obtained under pile foundation excavating condition along depth distribution rule, Soft Soil Layer geostatic shield and transfer law, with analysis
The formation mechenism and influence factor of quasi-Pascal effect；Pile deflection change in loading procedure is obtained by being displaced measurement mechanism 20
Law, in conjunction with soil pressure rule, common quasi-Pascal effect of analyzing is to the mechanism of action of pile deflection.During test,
By adjusting the loading mode of loading mechanism, the different kind of load such as static(al), power are simulated；By changing 11 position of platen, lotus
Size and duration are carried, position, magnitude and the time response of external load are simulated；By installing or removing connecting rod 21, simulation is real
Pile crown is fixed or free state in the operating condition of border；By adjusting the switch of control valve on drainpipe 13, weak soil in actual condition is simulated
The lower earthing permeability of layer；By changing the size of crust layer destruction area 6, simulates different pile crowns and excavate range.In above-mentioned operating condition
In simulation process, the pile deflection, soil body vertical attached power and soil pressure against piles of Model Pile 1 can be obtained along depth direction
Distribution.
By changing each component condition of experimental rig, the field condition of analog is as follows:
Pile crown is fixed, test method is as follows under und rained condition:
(1) production of Model Pile 1 and installation: making Model Pile 1 by unified proportion, stake end be embedded in groove 17 after molding, and
Using nail-free glue bonding stake end and groove 17, it is fixedly connected with the two.
(2) sample preparation and sensor are embedded: sandy soils 18, Soft Soil Layer 8, crust layer 5 are sequentially placed in sample bucket,
In when preparing Soft Soil Layer 8, bury each pressure sensor；When preparing crust layer 5, reserves destruction area 6, separates loading zone 7.
(3) sample maintenance and drainage condition setting: sample three days are stood, so that crust layer 5 is reached target strength, during this period
Drainpipe 13 is closed, and completes the installation of connecting rod 21.
(4) adjustment load and test macro: control fluid pressure type stationary-mobile power load maintainer loads its platen 11 and target
Area 7 just contacts, and load parameter is arranged.Connect Acquisition Instrument 19, calibration displacement measurement mechanism 20.
(5) be further applied load and acquire data: operation loading mechanism control program carries out multistage loadings, on-test.Simultaneously
Using Acquisition Instrument 19 and displacement 20 software kit of measurement mechanism, soil pressure, pore water pressure and pile crown position in loading procedure are acquired
Move data.
(6) test completion and single argument: after the completion of step 5, experimental rig is removed.Change 7 area of loading zone, repeats above-mentioned
Step 1-5, until group test all terminates.
Test parameters is provided that
It is tested according to above-mentioned test parameters, obtains corresponding test result as shown in figure 3, under different loading stresses
Vertical attached power is with depth profile in weak soil.As shown in figure 4, for horizontal additional stress in stake side under different loading stresses with
Change in depth figure.
It can then be obtained using pile body soil pressure/additional stress ratio at same vertical height as the lateral pressure coefficient at this
Lateral pressure coefficient is with depth profile under to different on-load pressures, as shown in figure 5, for lateral pressure coefficient under different class of loading with
Depth relationship figure.
By test result as it can be seen that 5 top Local Loads of crust layer generate larger soil pressure on the pile body top of Model Pile 1
While, certain soil pressure is also produced in pile body lower part.Simultaneously, it is believed that the Soft Soil Layer 8 at 7 following certain depth of loading zone
In completely enclosed state, lateral pressure coefficient is up to 0.9-1.0, " class Pascal effect very close with the property of sealing liquid
Answer " it is obvious.
In summary, apparatus of the present invention structure is dexterous, and operation is mature, a variety of execution conditions of analog and geological conditions, and
The requirement for meeting the theory of similarity controls boundary effect in zone of reasonableness, to effectively simulate the pile foundation under pile crown excavating condition
Quasi-Pascal effect and precise acquisition data, so analyze in Deep Thick Soft Ground the formation mechenism of quasi-Pascal effect and influence because
Element finally provides corresponding solution, theoretical to improve soil pressure distribution and Pile Foundations Design, instructs site operation.
Finally, it should be noted that the foregoing is only a preferred embodiment of the present invention, it is not intended to restrict the invention,
Although the present invention is described in detail referring to the foregoing embodiments, for those skilled in the art, still may be used
To modify the technical solutions described in the foregoing embodiments or equivalent replacement of some of the technical features.
All within the spirits and principles of the present invention, any modification, equivalent replacement, improvement and so on should be included in power of the present invention
Within the scope of benefit is claimed.
Claims (10)
1. a kind of Soft Soil Layer pile foundation quasi-Pascal effect experimental rig, it is characterised in that: including be set to testing stand on and lower part
The sample bucket of drainpipe equipped at least one with control valve, the crust layer and Soft Soil Layer being filled in sample bucket from top to bottom
The test soil sample that is constituted, the lateral pressure detection unit being respectively arranged in the Soft Soil Layer of test soil sample and vertical pressure detection are single
Member, the pore water pressure detection unit between lateral pressure detection unit and vertical pressure detection unit and be set to test
Fluid pressure type stationary-mobile power load maintainer on platform；The lateral pressure detection unit, vertical pressure detection unit and pore water pressure
Detection unit is electrically connected with the Acquisition Instrument being set on the testing stand, and the crust layer has loading zone and destruction area, described
Fluid pressure type stationary-mobile power load maintainer has vertical press in the top-joining part of the loading zone；It is equipped in the side of the top-joining part
For detecting the displacement measurement mechanism of top-joining part output end movement, it is equipped with both ends along the vertical direction in the sample bucket and extends to respectively
Model Pile in the destruction area of the crust layer and the sample barrel soleplate, the lateral pressure detection unit are installed on the mould
In type stake；The vertical pressure detection unit is set to the lower section of the loading zone；There is connecting rod in riveting on the test specimen tube, it is described
One end of connecting rod is contacted with the Model Pile.
2. Soft Soil Layer pile foundation quasi-Pascal effect experimental rig according to claim 1, it is characterised in that: described hydraulic
Formula stationary-mobile power load maintainer is connect with the testing stand self-anchored type, and the fluid pressure type stationary-mobile power load maintainer includes being installed on institute
The load crossbeam above sample bucket is stated, slidably connecting on the load crossbeam can be along the radial direction fortune of sample bucket under external force promotion
Dynamic hydraulic cylinder, the hydraulic cylinder are vertically arranged its output end and are detachably connected by transfer panel and the top-joining part.
3. Soft Soil Layer pile foundation quasi-Pascal effect experimental rig according to claim 2, it is characterised in that: in described turn
The end face for connecing the one end of disk far from hydraulic cylinder is evenly provided with several connector sleeves, the top-joining part include respectively with it is each described
The mandril that connector sleeve is detachably connected, Yu Suoshu mandril are installed with platen far from one end of connector sleeve.
4. Soft Soil Layer pile foundation quasi-Pascal effect experimental rig according to claim 1, it is characterised in that: the test
Soil sample includes crust layer membrane waterproofing layer below, Soft Soil Layer and the sand being sequentially arranged in the sample bucket from top to bottom
Layer, the lateral pressure detection unit, vertical pressure detection unit and pore water pressure detection unit are set in the Soft Soil Layer.
5. Soft Soil Layer pile foundation quasi-Pascal effect experimental rig according to claim 1, it is characterised in that: the model
Stake includes column made of artificial stone, and proportion is kaolin: lime: cement: water=1:1:2:1.
6. Soft Soil Layer pile foundation quasi-Pascal effect experimental rig according to claim 1, it is characterised in that: the hard shell
Layer is made of soil cement, and proportion is drying weak soil: water: cement=1:0.5:0.2.
7. Soft Soil Layer pile foundation quasi-Pascal effect experimental rig according to claim 1, it is characterised in that: described lateral
Pressure sensing cell includes that several are used to detect laterally along the axially spaced-apart of the Model Pile embedded in the Model Pile surface
The first pressure sensor of pressure.
8. Soft Soil Layer pile foundation quasi-Pascal effect experimental rig according to claim 1, it is characterised in that: described vertical
Pressure sensing cell includes that several are spaced for detecting the second pressure sensor of vertical pressure along the vertical direction.
9. Soft Soil Layer pile foundation quasi-Pascal effect experimental rig according to claim 1, it is characterised in that: the sample
Bucket is cylinder, and the destruction area is circle, and the destruction area diameter can be in the 1/10-1/20 range of the sample bucket bucket diameter
Interior setting.
10. Soft Soil Layer pile foundation quasi-Pascal effect experimental rig according to claim 1, it is characterised in that: institute's rheme
Moving measurement mechanism includes high-precision industrial camera and its operating software.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111811959A (en) * | 2020-06-13 | 2020-10-23 | 华能澜沧江水电股份有限公司 | Method for analyzing bending and breaking stability of toppled deformation body based on energy principle |
| CN113552316A (en) * | 2021-06-10 | 2021-10-26 | 重庆大学溧阳智慧城市研究院 | Multifunctional transparent soil model test device for simulating static and dynamic loading and excavation and use method thereof |
| CN116519486A (en) * | 2023-05-29 | 2023-08-01 | 广州建筑股份有限公司 | Negative excess pore water pressure model test device and method for following tubular pile drilling while drilling |
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