CN205665068U - Preparation facilities of cohesive soil layer of simulation static pressure stake pile sinking process - Google Patents
Preparation facilities of cohesive soil layer of simulation static pressure stake pile sinking process Download PDFInfo
- Publication number
- CN205665068U CN205665068U CN201620282749.4U CN201620282749U CN205665068U CN 205665068 U CN205665068 U CN 205665068U CN 201620282749 U CN201620282749 U CN 201620282749U CN 205665068 U CN205665068 U CN 205665068U
- Authority
- CN
- China
- Prior art keywords
- model
- bearing plate
- soil
- reaction frame
- diameter
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
- 239000002689 soil Substances 0.000 title claims abstract description 45
- 238000002360 preparation method Methods 0.000 title claims abstract description 12
- 238000000034 method Methods 0.000 title abstract description 10
- 230000003068 static effect Effects 0.000 title abstract description 6
- 238000004088 simulation Methods 0.000 title abstract description 4
- 239000002184 metal Substances 0.000 claims description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 5
- 239000000203 mixture Substances 0.000 claims description 4
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 2
- 238000005303 weighing Methods 0.000 claims 1
- 229910000831 Steel Inorganic materials 0.000 abstract description 2
- 239000010959 steel Substances 0.000 abstract description 2
- 230000005611 electricity Effects 0.000 abstract 1
- 239000007788 liquid Substances 0.000 abstract 1
- 238000011017 operating method Methods 0.000 abstract 1
- 238000012360 testing method Methods 0.000 description 5
- 239000004576 sand Substances 0.000 description 3
- 239000004927 clay Substances 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The utility model relates to a preparation facilities of cohesive soil layer of simulation static pile sinking process mainly comprises self-balancing reaction frame, entablature, bottom end rail, sucking disc base, microcomputer control electricity liquid servo jack, loading data controller, percentage table, pressure sensor, magnet formula gauge stand, bearing plate, cushion, steel backing plate, model bucket, crossbeam, the soil body and pressure data acquisition appearance. Compared with the prior art, the utility model, can simulate the initial condition of site conditions and original state soil better, can reduce the disturbance to the soil sample, can set for its hole ratio isoparametric as required, the soil sample preparation operating method is simple and convenient, safe and reliable.
Description
Technical field
This utility model belongs to clay and prepares experimental technique field, relates to a kind of indoor model viscous soil horizon and prepares problem,
The specifically preparation facilities of a kind of viscous soil horizon simulating Jacked Pile Driving.
Background technology
Research to static pressed pile hammering mechanism, indoor model test is in the majority, and for the ease of operation, almost all uses
Sand, does not accounts for the fact that in engineering, most static pressed pile are in viscous soil horizon.Prepare at the indoor model test soil body
In method, one is the method for raining, and the method is to fall into test model case in by soil from certain altitude by specific device, forms one
Determining the soil layer of density, but the method is only applicable to the dry sand of particle size uniformity, density and the intensity of preparing soil layer are relatively low, due to
The soil layer influence factor filled is more, and filled soils is wayward；Another kind is layering vibro-compaction method, and the method is to pass through plain bumper
Tool, by loose soil layer compacting, but this kind of method is only capable of preparation and contains the sand of certain moisture, silt, clay and rubble, no
The cohesive soil that water content is more can be prepared, and inevitable to soil sample disturbance during jolt ramming, and range of application is subject to
Limit.Therefore, indoor model test based on simulation Jacked Pile Driving, how to develop one and prepare that uniformity is good, density
The device and method of the viscous soil horizon that water content controlled, preferably simulated field conditions are bigger becomes a difficult problem.
Summary of the invention
The purpose of this utility model is to overcome the deficiencies in the prior art and defect, proposes one simulation static pressed pile pile sinking mistake
The preparation facilities of the viscous soil horizon of journey, in order at laboratory preferably simulated field conditions and the engineering characteristic of viscous soil horizon, press
Need to obtain the uniform viscous soil horizon of soil nature, preferably research static pressed pile hammering mechanism.
To achieve these goals, the preparation dress of a kind of viscous soil horizon simulating Jacked Pile Driving of this utility model
Put, mainly by self-balancing type reaction frame, entablature, sill, sucker base, microcomputer controlled electro-hydraulic servo jack, loading number
According to controller, dial gauge, pressure transducer, magnet type gauge stand, bearing plate, cushion block, billet, model bucket, crossbeam, the soil body and pressure
Force data Acquisition Instrument forms；It is characterized in that: on the sill of self-balancing type reaction frame, be provided with model bucket, in model bucket
It is loaded with the soil body, on the soil body, along the central axis of self-balancing type reaction frame, is connected with bearing plate, cushion block, steel pad in turn
Plate, pressure transducer, reverse mounted microcomputer controlled electro-hydraulic servo jack, sucker base and the upper horizontal stroke of self-balancing type reaction frame
Beam, the frame for movement of the composition pressurization soil body；Microcomputer controlled electro-hydraulic servo jack is fixed at self-balancing type by sucker base
On the entablature of reaction frame, and connect with loading data controller, it is thus achieved that power；Pressure data Acquisition Instrument connects pressure sensing
Device, obtains pressure data；Above model bucket, place two crossbeams, crossbeam is placed with magnet type gauge stand respectively, inhale ferrum
Accompanying dial gauge on formula gauge stand, dial gauge touches bearing plate, makes dial gauge record the adjustable height of bearing plate.
Bearing plate described in the utility model is a diameter of 780mm, and thickness is the perforated metal plectane of 20mm；Cushion block is straight
Footpath is 40mm, and thickness is the metal squares of 20mm；Billet is a diameter of 80mm, and thickness is the circular metal plate of 20mm；Model bucket
Being a diameter of 800mm, height is the Plate Welding of 1200mm thickness 2mm, and the bottom opening of model bucket is a diameter of
10mm, water can ooze out in hole.
The utility model has the advantage of: compared with prior art, it is possible to preferably simulated field conditions and undisturbed soil
Initial condition, it is possible to reduce the disturbance to soil sample, can set the parameters such as its void ratio, the letter of preparation of soil sample operational approach on demand
Just, safe and reliable.
Accompanying drawing explanation
Fig. 1 is agent structure principle schematic of the present utility model；
Fig. 2 is the structural principle schematic diagram of the test soil layer that this utility model relates to.
1, self-balancing type reaction frame；2, entablature；3, sill；4, sucker base；5, microcomputer controlled electro-hydraulic servo is very heavy
Top；6, loading data controller；7, dial gauge；8, pressure transducer；9, magnet type gauge stand；10, bearing plate；11, cushion block；12、
Billet；13, model bucket；14, crossbeam；15, the soil body；16, pressure data Acquisition Instrument.
Detailed description of the invention
Below in conjunction with the accompanying drawings this utility model is further described:
As it can be seen, the preparation facilities of a kind of viscous soil horizon simulating Jacked Pile Driving, mainly anti-by self-balancing type
Power frame 1, entablature 2, sill 3, sucker base 4, microcomputer controlled electro-hydraulic servo jack 5, loading data controller 6, percentage
Table 7, pressure transducer 8, magnet type gauge stand 9, bearing plate 10, cushion block 11, billet 12, model bucket 13, crossbeam 14, the soil body 15 and
Pressure data Acquisition Instrument 16 forms；It is characterized in that: on the sill 3 of self-balancing type reaction frame 1, be provided with model bucket 13,
It is loaded with the soil body 15 in model bucket 13, on the soil body 15, along the central axis of self-balancing type reaction frame 1, is connected with in turn
At the bottom of bearing plate 10, cushion block 11, billet 12, pressure transducer 8, reverse mounted microcomputer controlled electro-hydraulic servo jack 5, sucker
Seat 4 and the entablature 2 of self-balancing type reaction frame 1, the frame for movement of the composition pressurization soil body；Microcomputer controlled electro-hydraulic servo jack 5
It is fixed on the entablature 2 of self-balancing type reaction frame 1 by sucker base 4, and connects with loading data controller 6, it is thus achieved that
Power；Pressure data Acquisition Instrument 16 connects pressure transducer 8, obtains pressure data；Two crossbeams are placed above model bucket 13
14, crossbeam 14 is placed with magnet type gauge stand 9 respectively, magnet type gauge stand 9 accompanies dial gauge 7, dial gauge 7 touches pressure-bearing
Plate 10, makes dial gauge 7 record the adjustable height of bearing plate 10.
Bearing plate 10 described in the utility model is a diameter of 780mm, and thickness is the perforated metal plectane of 20mm；Cushion block 11
Being a diameter of 40mm, thickness is the metal squares of 20mm；Billet 12 is a diameter of 80mm, and thickness is the circular metal plate of 20mm；
Model bucket 13 is a diameter of 800mm, and height is the Plate Welding of 1200mm thickness 2mm, and the bottom of model bucket 13 is opened
Mouthful, a diameter of 10mm, water can ooze out in hole.
Claims (2)
1. simulate a preparation facilities for the viscous soil horizon of Jacked Pile Driving, mainly by self-balancing type reaction frame, entablature,
Sill, sucker base, microcomputer controlled electro-hydraulic servo jack, loading data controller, dial gauge, pressure transducer, suction ferrum
Formula gauge stand, bearing plate, cushion block, billet, model bucket, crossbeam, the soil body and pressure data Acquisition Instrument composition；It is characterized in that:
It is provided with model bucket on the sill of self-balancing type reaction frame, in model bucket, is loaded with the soil body, on the soil body, along from flat
The central axis of weighing apparatus formula reaction frame, is connected with bearing plate, cushion block, billet, pressure transducer, reverse mounted microcomputer control in turn
Electro-hydraulic servo jack processed, sucker base and the entablature of self-balancing type reaction frame, the frame for movement of the composition pressurization soil body；Microcomputer
Control electro-hydraulic servo jack be fixed on the entablature of self-balancing type reaction frame by sucker base, and with loading data control
Device processed connects, it is thus achieved that power；Pressure data Acquisition Instrument connects pressure transducer, obtains pressure data；Place above model bucket
Two crossbeams, are placed with magnet type gauge stand on crossbeam respectively, accompany dial gauge on magnet type gauge stand, and dial gauge touches pressure-bearing
Plate, makes dial gauge record the adjustable height of bearing plate.
The preparation facilities of a kind of viscous soil horizon simulating Jacked Pile Driving the most as claimed in claim 1, it is characterised in that
Described bearing plate is a diameter of 780mm, and thickness is the perforated metal plectane of 20mm；Cushion block is a diameter of 40mm, and thickness is
The metal squares of 20mm；Billet is a diameter of 80mm, and thickness is the circular metal plate of 20mm；Model bucket is a diameter of 800mm, high
The Plate Welding that degree is 1200mm thickness 2mm, the bottom opening of model bucket, a diameter of 10mm, water can be in hole
Ooze out.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620282749.4U CN205665068U (en) | 2016-04-07 | 2016-04-07 | Preparation facilities of cohesive soil layer of simulation static pressure stake pile sinking process |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620282749.4U CN205665068U (en) | 2016-04-07 | 2016-04-07 | Preparation facilities of cohesive soil layer of simulation static pressure stake pile sinking process |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205665068U true CN205665068U (en) | 2016-10-26 |
Family
ID=57164040
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620282749.4U Expired - Fee Related CN205665068U (en) | 2016-04-07 | 2016-04-07 | Preparation facilities of cohesive soil layer of simulation static pressure stake pile sinking process |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN205665068U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105784446A (en) * | 2016-04-07 | 2016-07-20 | 青岛理工大学 | Preparation facilities of cohesive soil layer of simulation static pressure stake pile sinking process |
-
2016
- 2016-04-07 CN CN201620282749.4U patent/CN205665068U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105784446A (en) * | 2016-04-07 | 2016-07-20 | 青岛理工大学 | Preparation facilities of cohesive soil layer of simulation static pressure stake pile sinking process |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN202083598U (en) | Dry-wet circulation large-size strain control type direct shearing device | |
| CN107314926B (en) | Compaction soil sample test device and sample preparation method thereof | |
| CN105890946A (en) | Preparation method of cohesive soil layer for simulating pile sinking process of static pressure pile | |
| CN106092756B (en) | A kind of hollow ring shear apparatus applying confining pressure | |
| CN102230870B (en) | Method for testing grading broken stone CBR numerical value | |
| CN103884561B (en) | The devices and methods therefor of artificial preparation structural original soft clay test soil sample | |
| CN201681023U (en) | Tester for testing bearing capacity and deformation characteristics of foundation soil in room | |
| CN102564855B (en) | Numerical method for graded crushed stone dynamic triaxial test | |
| CN102222126B (en) | Method for simulating numerical value of graded crushed stone tri-axial test | |
| CN204694560U (en) | A kind of indoor frozen soil model stake static loading experimental provision | |
| CN105784446A (en) | Preparation facilities of cohesive soil layer of simulation static pressure stake pile sinking process | |
| CN208334092U (en) | A kind of deep rock mass creep impact test apparatus of analog shock vibration | |
| CN105699203B (en) | A kind of experimental rig and method for measuring construction material compression strength under confined pressure | |
| CN108872297A (en) | Shield tail grouting slurry condensation and pipe piece floating process model test device | |
| KR20080054566A (en) | Large scale oedometer | |
| CN108732043B (en) | Deep rock mass creep impact test device capable of simulating impact disturbance | |
| CN206504989U (en) | A kind of experimental rig for measuring Coarse Saline deformation and infiltration | |
| Sweeney et al. | Design of a large calibration chamber | |
| CN205665068U (en) | Preparation facilities of cohesive soil layer of simulation static pressure stake pile sinking process | |
| CN204269464U (en) | The automation equipment of indoor test bedding value | |
| CN108051304A (en) | Experimental device and experimental method for multifunctional three-dimensional visual structure interface | |
| CN207439829U (en) | It is simple to match somebody with somebody coarse-grained soil compression test device | |
| KR100397072B1 (en) | Large Cyclic Triaxial Testing Apparatus | |
| CN208805482U (en) | Shield tail grouting slurry condensation and duct piece floating process model test device | |
| CN201724733U (en) | Shear wave velocity detector for triaxial apparatus |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20161026 Termination date: 20180407 |