CN106284436A - A kind of minery subsidence single pile dead load model test apparatus and test method - Google Patents
A kind of minery subsidence single pile dead load model test apparatus and test method Download PDFInfo
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- CN106284436A CN106284436A CN201610576007.7A CN201610576007A CN106284436A CN 106284436 A CN106284436 A CN 106284436A CN 201610576007 A CN201610576007 A CN 201610576007A CN 106284436 A CN106284436 A CN 106284436A
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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 a kind of minery subsidence single pile dead load model test apparatus and test method, it includes that a side face is at least above transparent model groove, bottom land is as bearing plate, bottom land is provided with leakage sand hole, bottom land gear placed under orifice plate is used for blocking leakage sand hole, and gear orifice plate support column is supported；Model groove is covered with sandy soils, polyethylene film and clay layer the most successively, clay layer is embedded with Model Pile, it is embedded with soil pressure cell with surrounding bottom Model Pile, pile body be provided with foil gauge, mould top is provided with charger, soil pressure cell and foil gauge and is connected on the data collecting instrument beyond model groove；It is respectively equipped with dial gauge at the top of Model Pile and clay layer.Test method of the present invention can simulate the minery earth's surface deformation process under multiple geological conditions, and different curvature change procedure with more accurate simulation multiple minery earth's surface soil body movement distortion rule.
Description
Technical field
The invention belongs to the test method of building field, particularly to a kind of minery subsidence test method.
Background technology
That mines owing to building is lower develops rapidly, causes the soil body depression of minery earth's surface, and foundation bearing capacity produces different journey
The change of degree, causes huge infringement for the building in Affected areas by mining, such as bases such as minery railway, bridges all
Can be influenced to different extents.After subterranean coal exploitation, inside soil body original mechanical balance state is changed, overlying rock
Deformation and failure in various degree will be produced；After underground seam mining area reaches certain limit, strata movement and deformation
Will expand to earth's surface so that the earth's surface soil body produces horizontally and vertically movement and deformation.Earth's surface soil body depression is for mining effect scope
Interior buildings pile produces additional internal force and deformation, buildings pile and soil around pile and produces downward displacement, may produce
Pile-side negative friction, causes Bearing Behavior of Pile to reduce, and building produces differential settlement, or even cracking with pile foundation, jeopardizes people
Body property safety.
Model test is as the conventional research means of pile foundation Analysis of bearing performance, for minery pile foundation bearer properties
Research has very important engineering significance.But, before making the present invention, to pile foundation carrying spy during minery subsidence
Property research method be typically all by the way of jack lifts, simulate minery Surface Subsidence Law, this method cannot
Accurately the settling character of pile foundation during simulation minery subsidence, does not have seriality, and by lever or liquid
The load mode on pressure jack pair stake top has certain limitation, it is impossible to ensure that pile foundation is vertically subject in moving process always
Lotus.
Applicant had once applied for a kind of minery bearing capacity of pile foundation transparent soil model assay device and test method, application
Numbers 2016100679543, this application is mainly subsided because coal mining causes to adopt by leakage sand method simulation, thus simulates and adopt
Earth's surface, district soil body depression process, but it qualitative reflection can only be adopted the earth's surface soil body caused and move the impact on pile foundation, it is impossible to
Quantitatively accurately simulate multiple minery earth's surface soil body movement distortion rule；And, this device can only be simulated earth's surface negative cruvature and be sunk
Fall, it is impossible to carry out the simulation of positive camber settlement law；Further, since transparent soil can only simulate sand, this device also cannot be carried out
Pile foundation settlement characteristic model test under multiple geological conditions.
Therefore, before the present invention, can the most accurately not simulate the sedimentation of pile foundation during minery subsidence
The model test apparatus of characteristic and test method thereof.
Summary of the invention
In order to overcome existing subsidence simulation test cannot accurately simulate the heavy of pile foundation during minery subsidence
Drop characteristic, the present invention proposes a kind of minery subsidence single pile dead load model test apparatus, and this device can realize not sympathizing with
The simulation of the multiple Ground Settlement Monitoring under condition, simulates including earth's surface positive negative cruvature Subsidence law, and positive camber is to negative cruvature process
In simulation；And depression can be stopped at any time, in order to viewing test phenomenon；It addition, the invention allows for and minery ground
The test method of table depression single pile dead load model test apparatus.
The present invention realizes by the following technical solutions:
A kind of minery subsidence single pile dead load model test apparatus, this assay device includes a band supporting leg
Model groove, the side face of model groove is at least above transparent, and the bottom land of model groove, as bearing plate, is provided with some rule on bottom land
The leakage sand hole then arranged, bottom land gear placed under orifice plate is used for blocking leakage sand hole, and gear orifice plate is supported with some support columns；
Model groove is covered with sandy soils and clay layer the most successively, separates with polyethylene film between sandy soils and clay layer；Glutinous
Being embedded with the Model Pile that side face is matsurface in soil layer, the bottom of Model Pile and surrounding are embedded with soil pressure cell, the stake of Model Pile
Body is provided with foil gauge, and the top of Model Pile is provided with charger, soil pressure cell and foil gauge and is connected to the number beyond model groove
According on Acquisition Instrument；It is respectively equipped with dial gauge, for respectively measurement model stake and clay layer at the top of Model Pile and clay layer
Displacement；
Operating for convenience, above-mentioned gear orifice plate is provided with polylith, and polylith is combined and is placed on bottom land, gear orifice plate
Depending on layout amount is according to the ground settlement curve of trial test, it is ensured that make the polyethylene film between sandy soils and clay layer during leakage sand
Meet the shape of curve.The material of gear orifice plate should ensure that existing hardness can crimp again, the bed-mat for summer material of such as domestic.
For the ease of dismounting, above-mentioned model groove is split type, is i.e. provided with bearing plate, pressure-bearing bottom a bottomless cell body
Plate is provided with regularly arranged leakage sand hole.
The bottomless cell body of above-mentioned model groove is preferably made up of tempered glass materials.
Above-mentioned charger is preferably provided with cross-arm at Model Pile top, by pin, cross-arm and Model Pile is connected to
Together, cross-arm is provided with pallet, and counterweight is placed in pallet.
Above-mentioned model of rough surface stake can be made by sand grains in pvc pipe side face bonding.
Above-mentioned model groove internal face is sliding surface, and sliding surface is to be formed in model groove internal face coating lubricating oil.
The test method of above-mentioned minery subsidence single pile dead load model test apparatus is as follows:
The first step, describes the ground settlement curve of trial test on model groove front；
Second step, makes Model Pile, it is desirable to 1/10th of pile body a diameter of model well width；Stake heights of roofs exceedes model
Groove height, Model Pile side face is matsurface；
3rd step, pastes foil gauge on the pile body of Model Pile, model groove internal face coating lubricating oil is made sliding
Dynamic face；
4th step, determines gear orifice plate quantity according to earth's surface subsidence curve, is entered according at the bottom of paddy peak and valley by ground settlement curve
Row draws section, it is desirable to corresponding one piece of gear orifice plate at the bottom of adjacent paddy peak and valley, then arranged gear orifice plate on device pedestal, supports
Gear orifice plate is supported by post, is allowed to be close to bearing plate, and polylith gear orifice plate is grouped together into an entirety；When model groove is
Time split type, first bearing plate is placed on support column, more bottomless cell body is placed on bearing plate, make bearing plate become model
The bottom land of groove, is subsequently placed with keeping off orifice plate and support column；
5th step, lays sandy soils and clay layer successively to model groove, uses polyethylene film between sandy soils and clay layer
Separate；Require that sandy soils lays height more than the ground settlement height of curve describing trial test；Lay clay layer time pre-buried on
The pre-buried upper soil pressure cell of Model Pile, the bottom of Model Pile and surrounding；
6th step, after landfill soil, stands 3-5 angel's soil solidifying；
7th step, soil consolidation stably after, the top of Model Pile install charger；By soil pressure cell and foil gauge
It is connected on the data collecting instrument beyond model groove；At Model Pile top and clay layer surface, dial gauge is installed, is used for measuring mould
Type stake and the displacement of clay layer；
8th step, carries out hierarchical loading to Model Pile, and every grade loads 4-6kg, loads in four times altogether, little half of midfeather
Time；Data collecting instrument record pile strain and soil around pile pressure in loading procedure, dial gauge display model stake and clay top layer
Displacement；
9th step, after having loaded, treats that a soil phase is to stable (i.e. pile strain and soil around pile pressure on data collecting instrument
Fluctuating less, dial gauge reading is constant) after, carry out earth's surface and adopt dynamic model plan, carry out leaking sand sedimentation according to settlement observation curve: first remove
Support column below the gear orifice plate that first paragraph subsidence curve is corresponding, extraction gear orifice plate exposes leakage sand hole to carry out leaking sand, at leakage sand
During, note the leakage sand speed of difference, make the polyethylene film between sandy soils and clay layer reach to describe trial test
Ground settlement curve location；Data collecting instrument record pile strain and soil around pile pressure, dial gauge display model in infall process
Stake and the displacement of clay layer；
Tenth step, carries out step according to the 9th step and proceeds ground settlement lower one settlement observation curve of simulation, until institute
Every curve simulation is had to complete；Sedimentation is spaced apart one hour every time；
11st step, uses origin software to process the data collected.
Further, when second step makes the Model Pile of matsurface, can make by sand grains in pvc pipe side face bonding.
Further, in the 8th step, Model Pile is carried out in hierarchical loading, use counterweight to load.
Further, when the 5th step lays sandy soils in model groove, conventional " sand rain method " is used to tile.
Further, when the 5th step lays clay layer in model groove, dry density method is used to control soil body homogeneity.
The invention have the advantage that
Minery subsidence single pile dead load model test apparatus and test method that the present invention proposes can be more smart
Really simulation multiple minery earth's surface soil body movement distortion rule, can simulate the minery earth's surface deformation under multiple geological conditions
Process, and different curvature change procedure, including the simulation of the positive and negative Curvature varying in earth's surface, the mould that positive camber to negative cruvature changes
Intend；The movement and deformation situation of the soil body during subsidence of adopting can be observed, can be with monitoring model stake and the position of pile peripheral earth
Move situation of change；The load mode of this model equipment uses counterweight to load, it is ensured that to Model Pile during soil body depression
Vertical constant voltage loads；Plant bulk is little, and test time is short, improves scientific research efficiency.And in above advantage, common single pile
Dead load model test is difficult to adopt the simulation of surface movement and deformation rule, adopts in the soil layer of dynamic model plan electricity testing device and cannot bury
If Model Pile.
Below in conjunction with the accompanying drawings the detailed description of the invention of the present invention is described in detail.
Accompanying drawing explanation
Fig. 1 is assay device schematic diagram of the present invention；
Fig. 2 is Model Pile structural representation；
Fig. 3 is charger schematic diagram；
Fig. 4 is " sand rain method " back-up sand schematic diagram.
In figure, 1-model groove, 2-support column, 3-bearing plate, 4-sandy soils, 5-polyethylene film, 6-charger, 7-soil
Pressure cell, 8-foil gauge, 9-dial gauge, 10-Model Pile, 11-keeps off orifice plate, and 12-leaks sand hole, 13-funnel, and 14-ground settlement is bent
Line, 15-wire, 16-sand grains, 17-clay layer, the bottomless cell body of 18-, 19-counterweight, 20-PVC manages, 21-pin, 22-supporting leg.
Detailed description of the invention
As it is shown in figure 1, a kind of minery subsidence single pile dead load model test apparatus, this assay device includes one
Model groove 1, the side face of model groove 1 is at least above transparent, and the bottom land of model groove 1 is provided with some regularly arranged leakage sand holes
12, leakage sand hole 12 some gear orifice plates 11 placed below are used for blocking Lou sand hole 12, and every piece of gear orifice plate 11 is carried out with some support columns 2
Support；Model groove 1 is covered with sandy soils 4 and clay layer 17 the most successively, between sandy soils 4 and clay layer 17, uses polyethylene
Thin film 5 separates；Being embedded with Model Pile 10 in clay layer 17, the bottom of Model Pile 10 and surrounding are embedded with soil pressure cell 7, Model Pile
The pile body of 10 is provided with foil gauge 8, and the top of Model Pile 10 is provided with charger 6, soil pressure cell 7 and foil gauge 8 and passes through wire
15 are connected on the data collecting instrument beyond model groove 1；It is respectively equipped with dial gauge 9 at the top of Model Pile 10 and clay layer 17,
For measurement model stake 10 and the displacement of clay layer 17 respectively；
Above-mentioned model groove 1 is split type, is i.e. provided with bearing plate 3 bottom a bottomless cell body 18, and bearing plate 3 is provided with
Regularly arranged leakage sand hole 12.
The bottomless cell body 18 of above-mentioned model groove is made up of tempered glass materials.
Above-mentioned charger 6 is as it is shown on figure 3, be to be provided with cross-arm at Model Pile 10 top, and cross-arm is provided with counterweight 19, adds
Carry put 6 and Model Pile 10 send 21 to link together by inserting.
Above-mentioned Model Pile 10 side face is matsurface；Model Pile 10 is as in figure 2 it is shown, can strain at pvc pipe 20 surface mount
Sheet 8, then in its side face bonding, sand grains 16 is made.
Above-mentioned model groove 1 internal face is sliding surface, and sliding surface is to scribble lubricating oil at model groove 1 internal face to be formed.
Above-mentioned gear orifice plate 11 is rollable material, and the layout amount of gear orifice plate 11 is according to the ground settlement curve of trial test
Fixed, it is ensured that during leakage sand, to make the film layer between sandy soils and clay layer meet the shape of curve.
The test method of above-mentioned minery subsidence single pile dead load model test apparatus is as follows:
The first step, describes the ground settlement curve 14 of trial test on model groove 1 front；
Second step, makes Model Pile 10；Requiring 1/10th of pile body a diameter of model groove 1 width, stake heights of roofs should
Exceeding model groove 1 height, pile body surface is matsurface；
3rd step, pastes foil gauge 8 on the pile body of Model Pile 10；Model groove 1 internal face coating lubricating oil is allowed to into
Sliding surface；
4th step, determines gear orifice plate 11 quantity according to earth's surface subsidence curve 14, by ground settlement curve 14 according to Gu Fenghe
The lowest point carries out drawing section, it is desirable to corresponding one piece of gear orifice plate 11, then arrangement gear hole on model groove 1 base at the bottom of adjacent paddy peak and valley
Plate 11, is supported gear orifice plate 11 by support column 2, is allowed to be close to bearing plate 3, and polylith gear orifice plate 11 is grouped together into
One entirety；
Requiring that the often row bottom model groove 1 is leaked sand hole 12 and gear orifice plate 11 will be had to block, every piece of gear orifice plate 11 will have two
Row's support column 2 supports；
When model groove 1 is split type, first bearing plate 3 is placed on the supporting leg 22 that base pre-sets, then will
It is placed on bearing plate 3 without kerve 18 body, makes bearing plate 3 become the bottom land of model groove 1, below bearing plate 3, then place gear
Orifice plate 11 and support column 2；
5th step, lays sandy soils 4 and clay layer 17 in model groove 1 successively, with poly-between sandy soils 4 and clay layer 17
Vinyl film 5 separates；Require that sandy soils 4 lays height more than ground settlement curve 14 height describing trial test；Glutinous laying
Pre-buried upper Model Pile 10, the bottom of Model Pile 10 and surrounding pre-buried upper soil pressure cell 7 during soil layer 17；
6th step, after landfill soil, stands 3-5 angel's soil solidifying；
7th step, after clay layer 17 stabilization by consolidation, installs charger 6 at the top of Model Pile 10；By soil pressure cell 7
It is connected on the data collecting instrument beyond model groove 1 with foil gauge 8 wire 15；On Model Pile 10 top and clay layer 17 surface
Dial gauge 9 is installed, for measurement model stake 10 and the displacement of clay layer 17；
8th step, carries out hierarchical loading to Model Pile 10, and every grade loads 4-6kg, loads in four times altogether, midfeather half
Hour；Data collecting instrument record loading data and Model Pile 10 and the displacement of clay layer 17 in loading procedure:
9th step, after having loaded, after a soil phase is to stablizing, carries out earth's surface and adopts dynamic model plan, bent according to ground settlement
Line 14 carries out leaking sand sedimentation: first withdraws the support column 2 below the gear orifice plate that first paragraph ground settlement curve is corresponding, extracts this section out
The gear orifice plate 11 that curve is corresponding, exposes leakage sand hole 12 and carries out leaking sand, during leakage sand, note the leakage sand speed of difference, make
Reach to describe the ground settlement curve location of trial test with polyethylene film 5 between sandy soils 4 and clay layer 5.In practical operation
During, the paddy peak leakage husky time of curve is short, and the lowest point leakage husky time is long, so, for the ease of operation, when draining to paddy peak position
Time, gear orifice plate 3 curling is stretched into and keeps off on the sand losing opening that paddy peak is corresponding, from Gu Feng to the lowest point, then progressively launch to intercept sand continue
Continuing and spill, first paragraph ground settlement curve simulation completes；Data collecting instrument record pile strain and soil around pile pressure in infall process
Power, dial gauge 9 display model stake 10 and the displacement of clay layer 17；
Tenth step, proceeds ground settlement according to the 9th step and simulates next section of settlement observation curve, until all earth's surfaces sink
Fall curve 14 has been simulated；Sedimentation is spaced apart one hour every time；
11st step, uses origin software to process the data gathered.
Further, when second step makes the Model Pile 10 of matsurface, can make by gravel 16 in pvc pipe 20 side face bonding
Become.
Further, in the 8th step, Model Pile 10 is carried out in hierarchical loading, use counterweight 19 to load.
Further, when the 5th step lays sandy soils 4 to model groove 1, use conventional " sand rain method ", as shown in Figure 4, use
Funnel 13 tiles.
Further, dry density method landfill clay is used when the 5th step lays clay layer 17 to model groove 1.
Claims (9)
1. a minery subsidence single pile dead load model test apparatus, it is characterised in that it includes a band supporting leg
Model groove, the side face of model groove is at least above transparent, and the bottom land of model groove, as bearing plate, is provided with some on bottom land
Regularly arranged leakage sand hole, bottom land gear placed under orifice plate is used for blocking leakage sand hole, and gear orifice plate carries out propping up with some support columns
Support；Model groove is covered with sandy soils and clay layer the most successively, separates with polyethylene film between sandy soils and clay layer；
Being embedded with the Model Pile that side face is matsurface in clay layer, the bottom of Model Pile and surrounding are embedded with soil pressure cell, Model Pile
Pile body is provided with foil gauge, and the top of Model Pile is provided with charger, soil pressure cell and foil gauge and is connected to beyond model groove
On data collecting instrument；It is respectively equipped with dial gauge, for measurement model stake and clay layer respectively at the top of Model Pile and clay layer
Displacement.
2. minery subsidence single pile dead load model test apparatus as claimed in claim 1, it is characterised in that described
Gear orifice plate is provided with polylith, and polylith is combined and is placed on bottom land, and the layout amount of gear orifice plate is according to the ground settlement of trial test
Depending on curve, it is ensured that make the polyethylene film between sandy soils and clay layer meet the shape of curve during leakage sand；The material of gear orifice plate
Material should ensure that existing hardness can crimp again.
3. minery subsidence single pile dead load model test apparatus as claimed in claim 1, it is characterised in that described
Model groove is split type, is i.e. provided with bearing plate bottom a bottomless cell body, and bearing plate is provided with regularly arranged leakage sand hole.
4. minery subsidence single pile dead load model test apparatus as claimed in claim 3, it is characterised in that model groove
Bottomless cell body be made up of tempered glass materials.
5. minery subsidence single pile dead load model test apparatus as claimed in claim 1, it is characterised in that described
Charger is to be provided with cross-arm at Model Pile top, by pin, cross-arm and Model Pile is linked together, and cross-arm is provided with torr
Dish, counterweight is placed in pallet.
6. minery subsidence single pile dead load model test apparatus as claimed in claim 1, it is characterised in that described
Model of rough surface stake is that sand grains is made in pvc pipe side face bonding.
7. minery subsidence single pile dead load model test apparatus as claimed in claim 1, it is characterised in that described
Model groove internal face is sliding surface, and sliding surface is to be formed in model groove internal face coating lubricating oil.
8. the test side of the minery subsidence single pile dead load model test apparatus as described in claim 1-7 is arbitrary
Method, it is characterised in that
The first step, describes the ground settlement curve of trial test on model groove front；
Second step, makes Model Pile, it is desirable to 1/10th of pile body a diameter of model well width；It is high that stake heights of roofs exceedes model groove
Degree, Model Pile side face is matsurface；
3rd step, pastes foil gauge on the pile body of Model Pile, model groove internal face coating lubricating oil is made sliding surface；
4th step, according to earth's surface subsidence curve determine gear orifice plate quantity, by ground settlement curve according to carry out at the bottom of paddy peak and valley draw
Section, it is desirable to corresponding one piece of gear orifice plate, then arranged gear orifice plate, support column pair on device pedestal at the bottom of adjacent paddy peak and valley
Gear orifice plate is supported, and is allowed to be close to bearing plate, and polylith gear orifice plate is grouped together into an entirety；When model groove is split
During formula, first bearing plate is placed on support column, more bottomless cell body is placed on bearing plate, make bearing plate become model groove
Bottom land, is subsequently placed with keeping off orifice plate and support column；
5th step, lays sandy soils and clay layer successively to model groove, separates with polyethylene film between sandy soils and clay layer；
Require that sandy soils lays height more than the ground settlement height of curve describing trial test；Lay clay layer time pre-buried on model
Stake, the bottom of Model Pile and the pre-buried upper soil pressure cell of surrounding；
6th step, after landfill soil, stands 3-5 angel's soil solidifying；
7th step, soil consolidation stably after, the top of Model Pile install charger；Soil pressure cell and foil gauge are connected
On data collecting instrument beyond model groove；Dial gauge is installed, for measurement model stake at Model Pile top and clay layer surface
Displacement with clay layer；
8th step, carries out hierarchical loading to Model Pile, and every grade loads 4-6kg, loads in four times altogether, midfeather half an hour；
Data collecting instrument record pile strain and soil around pile pressure in loading procedure, dial gauge display model stake and the displacement on clay top layer
Amount；
9th step, after having loaded, after a soil phase is to stablizing, carries out earth's surface and adopts dynamic model plan, carry out according to settlement observation curve
Leakage sand sedimentation: first withdraw the support column below the gear orifice plate that first paragraph subsidence curve is corresponding, extracts gear orifice plate out and exposes leakage sand hole
Carry out leaking sand, during leakage sand, note the leakage sand speed of difference, make the polyethylene film between sandy soils and clay layer reach
To the ground settlement curve location describing trial test；Data collecting instrument record pile strain and soil around pile pressure in infall process,
Dial gauge display model stake and the displacement of clay layer；
Tenth step, according to the 9th step carry out step proceed ground settlement simulate lower one settlement observation curve, until all often
Curve simulation completes；Sedimentation is spaced apart one hour every time；
11st step, uses origin software to process the data collected.
9. test method as claimed in claim 8, it is characterised in that carry out, in hierarchical loading, making to Model Pile in the 8th step
Load with counterweight.
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| CN2016105031236 | 2016-06-28 | ||
| CN201610503123 | 2016-06-28 |
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| CN201620769488.9U Expired - Fee Related CN205875234U (en) | 2016-06-28 | 2016-07-21 | Adopt livestock farm subsidence single pile dead load model test device |
| CN201610576007.7A Active CN106284436B (en) | 2016-06-28 | 2016-07-21 | A kind of minery subsidence single pile dead load model test apparatus and test method |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106948386A (en) * | 2017-04-10 | 2017-07-14 | 中国建筑西南勘察设计研究院有限公司 | One kind is banketed side friction model test apparatus and its test method |
| CN107121338A (en) * | 2017-06-21 | 2017-09-01 | 中冶沈勘工程技术有限公司 | A kind of variable cross-section CFG pile composite foundation static tests self-balancing combination unit and method |
| CN108398330A (en) * | 2018-01-30 | 2018-08-14 | 山东科技大学 | Ore pillar support system dynamic load stability test system and test method |
| CN111174952A (en) * | 2020-01-17 | 2020-05-19 | 安徽理工大学 | Mining area mining subsidence rule prediction method |
| CN112344906A (en) * | 2020-11-30 | 2021-02-09 | 山东大学 | Unstable-subsidence coal mining subsidence area ship pool settlement deformation model test device and method |
| CN112881166A (en) * | 2021-01-29 | 2021-06-01 | 山东大学 | Device and method for testing stability of foundation in mining overall process and mining subsidence area |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN205875234U (en) * | 2016-06-28 | 2017-01-11 | 河南理工大学 | Adopt livestock farm subsidence single pile dead load model test device |
| CN111413487A (en) * | 2020-04-23 | 2020-07-14 | 大连理工大学 | Offshore and offshore artificial island settlement deformation test device and test method |
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| CN112881166A (en) * | 2021-01-29 | 2021-06-01 | 山东大学 | Device and method for testing stability of foundation in mining overall process and mining subsidence area |
| CN112881166B (en) * | 2021-01-29 | 2022-07-05 | 山东大学 | Device and method for testing stability of foundation in mining overall process and mining subsidence area |
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| CN106284436B (en) | 2018-08-07 |
| CN205875234U (en) | 2017-01-11 |
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