CN105890946A - Preparation method of cohesive soil layer for simulating pile sinking process of static pressure pile - Google Patents
Preparation method of cohesive soil layer for simulating pile sinking process of static pressure pile Download PDFInfo
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- CN105890946A CN105890946A CN201610212138.7A CN201610212138A CN105890946A CN 105890946 A CN105890946 A CN 105890946A CN 201610212138 A CN201610212138 A CN 201610212138A CN 105890946 A CN105890946 A CN 105890946A
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- 239000002689 soil Substances 0.000 title claims abstract description 98
- 238000000034 method Methods 0.000 title claims abstract description 15
- 238000002360 preparation method Methods 0.000 title claims abstract description 14
- 230000003068 static effect Effects 0.000 title abstract description 5
- 238000012360 testing method Methods 0.000 claims description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 9
- 238000001035 drying Methods 0.000 claims description 6
- 239000004576 sand Substances 0.000 claims description 6
- 239000004575 stone Substances 0.000 claims description 6
- 239000011800 void material Substances 0.000 claims description 4
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000007596 consolidation process Methods 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 3
- 238000005461 lubrication Methods 0.000 claims description 2
- 238000004088 simulation Methods 0.000 claims description 2
- 239000004927 clay Substances 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000013459 approach Methods 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
- 239000010687 lubricating oil Substances 0.000 description 1
- 239000003921 oil Substances 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N1/00—Sampling; Preparing specimens for investigation
- G01N1/28—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q
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- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention relates to a preparation method of a cohesive soil layer for simulating a static pressure pile sinking process. Compared with the prior art, the method can better simulate the field condition and the initial condition of undisturbed soil, can reduce the disturbance to the soil sample, can set parameters such as the porosity ratio and the like according to needs, and is simple, convenient, safe and reliable in the preparation and operation method of the soil sample.
Description
Technical field
The invention belongs to clay and prepare experimental technique field, relate to a kind of indoor model viscous soil horizon and prepare problem, specifically
Say it is the preparation method 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
It is an object of the invention to overcome the deficiencies in the prior art and defect, propose a kind of Jacked Pile Driving of simulating
The preparation method of viscous soil horizon, in order at laboratory preferably simulated field conditions and the engineering characteristic of viscous soil horizon, on demand
Obtain the uniform viscous soil horizon of soil nature, preferably research static pressed pile hammering mechanism.
To achieve these goals, the preparation method of a kind of viscous soil horizon simulating Jacked Pile Driving of the present invention, main
Body structure includes self-balancing type reaction frame, entablature, sill, sucker base, microcomputer controlled electro-hydraulic servo jack, loads 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；The present invention simulates the detailed process of the preparation of the viscous soil horizon of Jacked Pile Driving:
(1), the natural rock-filled fetched from scene is dried in drying baker, the soil body of drying is added water and is prepared as after fully invading bubble
Water content is the soil body of 150%, and is stirred continuously, air-out；
(2), on the sill of self-balancing type reaction frame, it is provided with model bucket, the inwall of model bucket is coated with last layer lubrication
Oil, is paved with the sand that a layer thickness is 20mm in the bottom of model bucket；
(3), the soil body stirred is put into model bucket, add metafiltration paper and one piece of permeable stone in soil body surface, permeable stone
Diameter is identical with the diameter of model bucket；
(4), in model bucket by the soil body surface made, pressure is applied step by step, i.e. by the bearing plate in soil body surface, pad
Block, billet, pressure transducer, reverse mounted microcomputer controlled electro-hydraulic servo jack, sucker base and self-balancing type counter-force
The frame for movement of the entablature composition pressurization soil body of frame, then utilizes microcomputer controlled electro-hydraulic servo jack to pressurize, according to pressure
Data collecting instrument judges that the size of pressurization, pressure pressure determine according to the native weight stress that required soil body depth is corresponding；
(5), in order to arrange different soil layers, the parameter of soil layer can be set by the change of soil body height, soil body height
Change is measured by dial gauge, places two crossbeams, be placed with magnet type gauge stand on crossbeam respectively above model bucket,
Accompanying dial gauge on magnet type gauge stand, dial gauge touches bearing plate, makes dial gauge record the adjustable height of bearing plate；
(6), void ratio e of soil sample controlled by the height change of the soil body,, whereinFor soil
Proportion,For dry ground quality,For soil body high variable quantity,For model drum head area,For soil body high variable quantity；
(7), obtain required sample soil layer, test soil layer is carried out soil layer test by triaxial apparatus and high-pressure consolidation apparatus.
It is an advantage of the current invention that: the present invention is compared with prior art, it is possible to preferably simulated field conditions and undisturbed soil
Initial condition, it is possible to reduce disturbance to soil sample, the parameters such as its void ratio, preparation of soil sample operational approach can be set on demand
Simplicity, safe and reliable.
Accompanying drawing explanation
Fig. 1 is the agent structure principle schematic of the present invention；
Fig. 2 is the structural principle schematic diagram of the test soil layer that the present invention 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
The invention will be further described below in conjunction with the accompanying drawings:
As it can be seen, the preparation method of a kind of viscous soil horizon simulating Jacked Pile Driving, agent structure includes self-balancing type
Reaction frame 1, entablature 2, sill 3, sucker base 4, microcomputer controlled electro-hydraulic servo jack 5, loading data controller 6, hundred
Divide 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
Form with pressure data Acquisition Instrument 16；The present invention simulates the detailed process of the preparation of the viscous soil horizon of Jacked Pile Driving:
(1), the natural rock-filled fetched from scene is dried in drying baker, the soil body of drying is added water and is prepared as after fully invading bubble
Water content is the soil body 15 of 150%, and is stirred continuously, air-out；
(2), on the sill 3 of self-balancing type reaction frame 1, it is provided with model bucket 13, the inwall of model bucket 13 is coated with last layer
Lubricating oil, is paved with the sand that a layer thickness is 20mm in the bottom of model bucket 13；
(3), the soil body 15 stirred is put into model bucket 13, add 5 metafiltration paper and one piece of permeable stone on the soil body 15 surface, thoroughly
The diameter of water stone is identical with the diameter of model bucket 13；
(4), in model bucket 13 by the soil body 15 surface made, pressure is applied step by step, i.e. by the pressure-bearing on the soil body 15 surface
Plate 10, cushion block 11, billet 12, pressure transducer 6, reverse mounted microcomputer controlled electro-hydraulic servo jack 5, sucker base 4
Entablature 2 with self-balancing type reaction frame 1 forms the frame for movement of the pressurization soil body, then utilizes microcomputer controlled electro-hydraulic servo very heavy
Top 5 pressurization, judges the size of pressurization according to pressure data Acquisition Instrument 16, and pressure pressure is corresponding according to required soil body depth
Soil weight stress determines；
(5), in order to arrange different soil layers, the parameter of soil layer can be set by the change of soil body height, soil body height
Change is measured by dial gauge 7, places two crossbeams 14, be placed with magnet type on crossbeam 14 respectively above model bucket 13
Gauge stand 9, accompanies dial gauge 7 on magnet type gauge stand 9, and dial gauge 7 touches bearing plate 10, makes dial gauge 7 record bearing plate 10
Adjustable height；
(6), void ratio e of soil sample controlled by the height change of the soil body,, whereinFor soil
Proportion,For dry ground quality,For soil body high variable quantity,For model drum head area,For soil body high variable quantity；
(7), obtain required sample soil layer, test soil layer is carried out soil layer test by triaxial apparatus and high-pressure consolidation apparatus.
Claims (1)
1. simulate a preparation method for the viscous soil horizon of Jacked Pile Driving, agent structure include self-balancing type reaction frame,
Entablature, sill, sucker base, microcomputer controlled electro-hydraulic servo jack, loading data controller, dial gauge, pressure sensing
Device, magnet type gauge stand, bearing plate, cushion block, billet, model bucket, crossbeam, the soil body and pressure data Acquisition Instrument composition；The present invention
The detailed process of the preparation of the viscous soil horizon of simulation Jacked Pile Driving is:
(1), the natural rock-filled fetched from scene is dried in drying baker, the soil body of drying is added water and is prepared as after fully invading bubble
Water content is the soil body of 150%, and is stirred continuously, air-out；
(2), on the sill of self-balancing type reaction frame, it is provided with model bucket, the inwall of model bucket is coated with last layer lubrication
Oil, is paved with the sand that a layer thickness is 20mm in the bottom of model bucket；
(3), the soil body stirred is put into model bucket, add metafiltration paper and one piece of permeable stone in soil body surface, permeable stone
Diameter is identical with the diameter of model bucket；
(4), in model bucket by the soil body surface made, pressure is applied step by step, i.e. by the bearing plate in soil body surface, pad
Block, billet, pressure transducer, reverse mounted microcomputer controlled electro-hydraulic servo jack, sucker base and self-balancing type counter-force
The frame for movement of the entablature composition pressurization soil body of frame, then utilizes microcomputer controlled electro-hydraulic servo jack to pressurize, according to pressure
Data collecting instrument judges that the size of pressurization, pressure pressure determine according to the native weight stress that required soil body depth is corresponding；
(5), in order to arrange different soil layers, the parameter of soil layer can be set by the change of soil body height, soil body height
Change is measured by dial gauge, places two crossbeams, be placed with magnet type gauge stand on crossbeam respectively above model bucket,
Accompanying dial gauge on magnet type gauge stand, dial gauge touches bearing plate, makes dial gauge record the adjustable height of bearing plate；
(6), void ratio e of soil sample controlled by the height change of the soil body,, whereinFor soil
Proportion,For dry ground quality,For soil body high variable quantity,For model drum head area,For soil body high variable quantity；
(7), obtain required sample soil layer, test soil layer is carried out soil layer test by triaxial apparatus and high-pressure consolidation apparatus.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610212138.7A CN105890946A (en) | 2016-04-07 | 2016-04-07 | Preparation method of cohesive soil layer for simulating pile sinking process of static pressure pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610212138.7A CN105890946A (en) | 2016-04-07 | 2016-04-07 | Preparation method of cohesive soil layer for simulating pile sinking process of static pressure pile |
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| CN105890946A true CN105890946A (en) | 2016-08-24 |
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| CN201610212138.7A Pending CN105890946A (en) | 2016-04-07 | 2016-04-07 | Preparation method of cohesive soil layer for simulating pile sinking process of static pressure pile |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107870120A (en) * | 2017-10-16 | 2018-04-03 | 太原理工大学 | For simulating sophisticated loading device of the roadway surrounding rock in the case where ore deposit presses collected state |
| CN108007747A (en) * | 2017-11-24 | 2018-05-08 | 河南中建西部建设有限公司 | A kind of electronic compaction apparatus of pervious concrete specimen molding |
| CN109706983A (en) * | 2019-01-30 | 2019-05-03 | 中原工学院 | A kind of unloading condition Single Pile vertical location experimental rig and test method |
| CN110567779A (en) * | 2019-10-10 | 2019-12-13 | 桂林电子科技大学 | Intelligent soil sample manufacturing device and sample manufacturing method |
| CN111648416A (en) * | 2020-06-19 | 2020-09-11 | 长安大学 | Servo-controlled mechanical hole-forming model test device for club-footed pile and use method |
| CN112964533A (en) * | 2021-03-31 | 2021-06-15 | 浙江大学 | Clay model foundation preparation method capable of recovering prototype state and strength |
| CN115928813A (en) * | 2022-12-28 | 2023-04-07 | 青岛理工大学 | Testing device and calculating method for soil interface characteristics |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000009616A (en) * | 1998-06-26 | 2000-01-14 | Takenaka Komuten Co Ltd | Indoor mixing test method for deep-layer mixing processing construction of sandy soil |
| CN1699997A (en) * | 2005-06-16 | 2005-11-23 | 长安大学 | Soil one-dimensional consolidation, penetration and stress looseness comprehensive test apparatus and method of use thereof |
| CN101059491A (en) * | 2007-05-24 | 2007-10-24 | 石家庄铁道学院 | Indoor quick loaded concretion experiment apparatus and its method |
| CN102095618A (en) * | 2010-11-30 | 2011-06-15 | 上海交通大学 | Device for preparing light-weight remoulded soil sample |
| CN102628767A (en) * | 2012-03-23 | 2012-08-08 | 河海大学 | Device and method for testing mechanical properties of pile-soil contact surface |
| CN103884561A (en) * | 2014-04-10 | 2014-06-25 | 中国科学院武汉岩土力学研究所 | Device for artificially preparing test soil sample of structural intact soft clay and method thereof |
| CN104215484A (en) * | 2014-09-05 | 2014-12-17 | 同济大学 | Preparation method of saturated soil sample in geotechnique dynamic centrifugal model test |
-
2016
- 2016-04-07 CN CN201610212138.7A patent/CN105890946A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000009616A (en) * | 1998-06-26 | 2000-01-14 | Takenaka Komuten Co Ltd | Indoor mixing test method for deep-layer mixing processing construction of sandy soil |
| CN1699997A (en) * | 2005-06-16 | 2005-11-23 | 长安大学 | Soil one-dimensional consolidation, penetration and stress looseness comprehensive test apparatus and method of use thereof |
| CN101059491A (en) * | 2007-05-24 | 2007-10-24 | 石家庄铁道学院 | Indoor quick loaded concretion experiment apparatus and its method |
| CN102095618A (en) * | 2010-11-30 | 2011-06-15 | 上海交通大学 | Device for preparing light-weight remoulded soil sample |
| CN102628767A (en) * | 2012-03-23 | 2012-08-08 | 河海大学 | Device and method for testing mechanical properties of pile-soil contact surface |
| CN103884561A (en) * | 2014-04-10 | 2014-06-25 | 中国科学院武汉岩土力学研究所 | Device for artificially preparing test soil sample of structural intact soft clay and method thereof |
| CN104215484A (en) * | 2014-09-05 | 2014-12-17 | 同济大学 | Preparation method of saturated soil sample in geotechnique dynamic centrifugal model test |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107870120A (en) * | 2017-10-16 | 2018-04-03 | 太原理工大学 | For simulating sophisticated loading device of the roadway surrounding rock in the case where ore deposit presses collected state |
| CN108007747A (en) * | 2017-11-24 | 2018-05-08 | 河南中建西部建设有限公司 | A kind of electronic compaction apparatus of pervious concrete specimen molding |
| CN109706983A (en) * | 2019-01-30 | 2019-05-03 | 中原工学院 | A kind of unloading condition Single Pile vertical location experimental rig and test method |
| CN110567779A (en) * | 2019-10-10 | 2019-12-13 | 桂林电子科技大学 | Intelligent soil sample manufacturing device and sample manufacturing method |
| CN111648416A (en) * | 2020-06-19 | 2020-09-11 | 长安大学 | Servo-controlled mechanical hole-forming model test device for club-footed pile and use method |
| CN112964533A (en) * | 2021-03-31 | 2021-06-15 | 浙江大学 | Clay model foundation preparation method capable of recovering prototype state and strength |
| CN115928813A (en) * | 2022-12-28 | 2023-04-07 | 青岛理工大学 | Testing device and calculating method for soil interface characteristics |
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Application publication date: 20160824 |
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