CN203490213U - Water-injection settlement deformation simulation device for water-bearing stratum at bottom of thick and loose rock-soil bed - Google Patents
Water-injection settlement deformation simulation device for water-bearing stratum at bottom of thick and loose rock-soil bed Download PDFInfo
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- CN203490213U CN203490213U CN201320638544.1U CN201320638544U CN203490213U CN 203490213 U CN203490213 U CN 203490213U CN 201320638544 U CN201320638544 U CN 201320638544U CN 203490213 U CN203490213 U CN 203490213U
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Abstract
The utility model discloses a water-injection settlement deformation simulation device for a water-bearing stratum at the bottom of a thick and loose rock-soil bed. Two ends of a model barrel of the device are connected with a flange, and two sides of the model barrel are connected with a water drainage flange and a pressure measurement pipe; a constant-pressure water injecting pump is connected with a water source, and the other end of the constant-pressure water injecting pump is connected with a flow instrument, and the other end of the flow instrument is connected with a water injecting pipe; the water injecting pipe is connected with a water injecting flower pipe in the model barrel; the bottom of an inner cavity is connected with a perforated plate; an optical cable is connected with an optical fiber grating sensor, and the other end of the optical cable is connected with an optical fiber grating demodulator, a computer and a remote transmitting device. Monitoring equipment is perfect, and the water-injection settlement deformation simulation device is high in testing flexibility, high in precision and easy to operate, achieves wireless data transmission, can be manufactured repeatedly, is short in test cycle, reflects transfusion deformation state of the stratum truly, and is widely applied to the research of the settlement issues of cities, coal mines, foundation pits, side slope highways and railways as well as the research of evaluation method for stratum settlement control through water injection.
Description
Technical field
The utility model relates to by the monitoring of seepage parameters control instrument, fiber grating strain and data transmission set and carries out thick loose rock-soil layer bottom aquifer seepage flow and deformation rule, is specifically related to the moisture water filling sedimentation and deformation analogue means in thick loose rock-soil layer bottom.
Background technology
Stratum settlement is a kind of common geological phenomenon.The evolving development that it is slow, long-term, becomes geologic hazard when serious, threaten structures to use and people life property safety, and form social danger.A large amount of recovery of subterranean resources (comprising underground water, oil, rock gas and coal) and large-scale engineering construction are the main inducing of land subsidence, the settlement of stratum that the overlying strata that cause as mining and surface subsidence, excessive mining of groundwater cause, the foundation settlement that city underground engineering (as subway) causes etc.Because mining of groundwater causes ubiquity worldwide of loose rock soil consolidation compression, subsidence, it is the problems of geo-environment that world can not be ignored.The whole states of the U.S. all occur that, due to recovery of subterranean mineral (water, oil, gas) generation ground settlement in various degree, the sub-maximum settlement amount of markon's welfare reaches 9.0mm; Japan has 59 regional ground settlements very remarkable, and the total area in ground settlement district has surpassed 9520 km
2, Tokyo maximum settlement amount reaches 4.6m.China has had 96 cities in 17 provinces and area that land subsidence has occurred at present, and a year settling velocity is 10 ~ 56mm/a, and the area that Beijing's settling amount is greater than 200mm reaches 350 km
2, earth's surface, Tianjin largest amount of subsidence reaches 3.9l6m, Xi'an Great Wild Goose Pagoda tower body inclining 1002.7mm.
The Huaibei of China East China, Huainan, great Tun, Xuzhou, Yanzhou, Zaozhuang, the producing coal such as summer, Juye mining area forever, exploitation be take vertical as main, shaft of vertical well is through deep Quaternary system scall, and in coal production process, shaft of vertical well deformation failure is one of major casualty of this area's Safety of Coal Mine Production (as 13, Yan ore deposit, collect greatly 5,9, Xuzhou, 4, Huainan, 14, Huaibei pit shaft generation borehole wall deformation failure).East China stratum system is respectively Quaternary system (Q), Jurassic systerm (J), the Permian system (P), the Carboniferous system (C) and the Ordovician system (O) from top to bottom.Quaternary system (Q) loose rock soil layer covers deep, skewness, and general 200 ~ 400m, some places reach 600 ~ 800m, are divided into three groups of upper, middle and lower, and upper and lower group is water-bearing zone group, and middle group is water-resisting layer group.At present, in shaft lining breakage curing and prevention, the shaft wall structure that breaks has been formed and take the improvement method that pressure relief groove is that main combination broken grouting water blockoff and walling crib are reinforced, the research that the mechanism of Renovating Rupture Shaft Using Grouting Method, grouting parameter and strain in shaft lining monitoring are correlated with.Yet lower group of water-bearing zone depth of burial of slip casting or water filling surpasses 90m, and overlying formation pressure is larger, and the disguise of deep Grouting engineering is stronger, the solidifying and the more difficult control of range of scatter of slurries.Improvement be take after shaft lining breakage as main, and difficulty is large, and impact is produced, expense is high and because borehole wall globality is destroyed, regulation effect is undesirable.
Water level decline and the supply of under Quaternary system loose rock soil layer, organizing water-bearing zone are insufficient, be the main cause that this area causes numerous shaft lining breakages, by supplementing water-bearing zone water level, can control the loose rock layer compression and the sedimentation that cause thus, thereby minimizing extra-stress, the destruction that prevents shaft wall.
At present, stratum deformation simulation test device deformation test method mainly contains dial gauge measurement, displacement sensor, total station survey and close-range photogrammetry, all method of testings can only measurement model dimensional deformation and bulk deformation above, can not measure model internal modification and strain.Traditional strain detecting means mainly contain a few class sensors such as strain ga(u)ge formula, differential resistance strain gage, steel chord type and flat jack formula, the method and the ground penetrating radar that have scholar to adopt audio frequency stress wave to detect simultaneously both at home and abroad, the methods such as wavelet analysis.These electrical category sensitive components are used in a large number, and the long-time stability of existing proven technique, especially strain ga(u)ge, temperature drift, zero point stability and long Distance Transmission problem are solved preferably.But these sensors still exist protection against the tide, waterproof, interference free performance poor, can not realize the shortcomings such as distributed measurement.
Summary of the invention
The purpose of this utility model is to provide that a kind of monitoring equipment is perfect, measurement sensitivity and precision is high, easy operating, Wireless Data Transmission, repeat affected, the test period is short, realizes the thick loose rock-soil layer bottom aquifer water filling sedimentation and deformation analogue means of internal strain distribution measuring.
In order to overcome the deficiencies in the prior art, the technical solution of the utility model is to solve like this: this system and device is by model bucket, constant pressure water flooding pump, flow instrument, water injection pipe, piezometric tube, dial gauge, crestal waterflood flange, sidepiece drainage flange, bottom discharge flange, the first fiber-optic grating sensor, the second fiber-optic grating sensor, the 3rd fiber-optic grating sensor, fiber Bragg grating (FBG) demodulator, optical cable, computing machine and remote data transmission equipment form, special character of the present invention is that described model bucket one end is connected with crestal waterflood flange, the other end is connected with bottom discharge flange, wherein a side of model bucket is connected with sidepiece drainage flange, opposite side is connected with piezometric tube, described constant pressure water flooding pump one end is connected with water source, the other end is connected with flow instrument one end, the flow instrument other end is connected with water injection pipe, the water injection pipe other end is connected with the water filling floral tube of model barrel cavity by crestal waterflood flange, model barrel cavity bottom is connected with perforated plate, described optical cable one end by crestal waterflood flange and model barrel cavity successively interval respectively with the first fiber-optic grating sensor, the second fiber-optic grating sensor, the 3rd fiber-optic grating sensor connects, the described optical cable other end successively respectively with fiber Bragg grating (FBG) demodulator, computing machine, remote transmission device connects, described dial gauge is connected with crestal waterflood flange.
Described model bucket internal interval is equipped with at least 3 fiber-optic grating sensors.
Described optical light sensor is that fiber-optic grating sensor is connected in series 1 linear array of formation successively, at least forms three arrays after its every linear array is connected in parallel.
A dismountable perforated plate of the inner installation of described model bucket, has at least 30 apertures on perforated plate.
The utility model compared with prior art, the sedimentation and deformation that can realize under stratum dehydration state by this device is simulated, and the simulation that under stratum water filling state, sedimentation and deformation is administered, can complete the monitoring of different geological conditions sub-surface dehydration sedimentation internal modification and administer stratum settlement observation with water filling, can realize real time on-line monitoring and the long distance wireless transmission of test figure simultaneously.Monitoring equipment is perfect, measurement sensitivity is high, precision is high, easy operating, Wireless Data Transmission, repeat affected, the test period is short, truly reflect stratum filtration deformation state, is widely used in the research that stratum settlement evaluation method is administered in the research of city, colliery, foundation ditch, side slope highway, railway settlement issues and water filling.
Accompanying drawing explanation
Fig. 1 is the utility model apparatus structure schematic diagram;
Fig. 2 a is the perforated plate plan structure schematic diagram of Fig. 1;
Fig. 2 b is perforated plate I-I sectional structure schematic diagram of Fig. 2 a;
Fig. 3 is water filling, the drainage flange structural representation of Fig. 1;
Fig. 4 is the injecting process loose rock soil layer water injection rate change curve of Fig. 1;
Fig. 5 is loose rock soil layer top displacement change curve between injection life of Fig. 1;
Fig. 5 a is model the 1st, the 2nd microstrain value curve map of Fig. 1;
Fig. 5 b is model the 3rd microstrain value curve map of Fig. 1;
Fig. 6 a is the 1st, the 2nd microstrain change curve of the first stage simulation loose rock soil layer bottom aquifer sedimentation of Fig. 1;
Fig. 6 b is the 3rd microstrain change curve of the subordinate phase simulation loose rock soil layer bottom aquifer sedimentation of Fig. 1;
Fig. 7 is that the flow instrument of Fig. 1 is with loose rock soil layer bottom aquifer the injecting process water injection rate monitoring curve figure;
Fig. 8 is that the dial gauge of Fig. 1 is with loose rock soil layer bottom aquifer the injecting process top displacement monitoring curve figure;
Fig. 8 a is sedimentation the 1st, the 2nd microstrain change curve of the simulation loose rock soil layer bottom aquifer water filling of Fig. 1;
Fig. 8 b is sedimentation the 3rd microstrain change curve of the simulation loose rock soil layer bottom aquifer water filling of Fig. 1.
Embodiment
Accompanying drawing is embodiments of the invention.
Below in conjunction with drawings and Examples, summary of the invention is described further:
Shown in Fig. 1, Fig. 2, Fig. 3, a kind of simulation experiment system device of simulating thick loose rock-soil layer bottom aquifer seepage flow and distortion.This system and device comprises that model bucket, constant pressure water flooding pump, flow instrument, water injection pipe, piezometric tube, dial gauge, crestal waterflood flange, sidepiece drainage flange, bottom discharge flange, the first fiber-optic grating sensor, the second fiber-optic grating sensor, the 3rd fiber-optic grating sensor, fiber Bragg grating (FBG) demodulator, optical cable, computing machine and remote data transmission equipment form, described model bucket 4 one end are connected with crestal waterflood flange 14, the other end is connected with bottom discharge flange 9, and wherein a side of model bucket 4 is connected with sidepiece drainage flange 7, opposite side is connected with piezometric tube 13, described constant pressure water flooding pump 1 one end is connected with water source, the other end is connected with flow instrument 2 one end, flow instrument 2 other ends are connected with water injection pipe 3, water injection pipe 3 other ends are connected with the water filling floral tube 6 of model bucket 4 inner chambers by crestal waterflood flange 14, model bucket 4 intracavity bottoms are connected with perforated plate 8, described optical cable 15 one end by crestal waterflood flange 14 and model bucket 4 inner chambers successively interval respectively with the first fiber-optic grating sensor 10, the second fiber-optic grating sensor 11, the 3rd fiber-optic grating sensor 12 connects, described optical cable 15 other ends successively respectively with fiber Bragg grating (FBG) demodulator 16, computing machine 17, remote transmission device 18 connects, described dial gauge 5 is connected with crestal waterflood flange 14.
Described model bucket 4 internal intervals are equipped with at least 3 fiber-optic grating sensors.
Described optical light sensor is that fiber-optic grating sensor is connected in series 1 linear array of formation successively, at least forms three arrays after its every linear array is connected in parallel.
A dismountable perforated plate 8 of described model bucket 4 inner installations, has at least 30 apertures on perforated plate 8.
Shown in Fig. 4, water injection rate change curve in system and device simulation loose rock soil layer the injecting process.
As seen from the figure, water injection rate change curve horizontal ordinate is water injection time, and ordinate is total water injection rate in sometime.Test the injecting process is continuous water filling, and two stage water fillings continue respectively 69 min and 63 min, and total water injection rate is respectively 0.0097 m
3with 0.0079 m
3, it is 8.4 * 10 that average injection flow is respectively
-3m
3/ h and 7.5 * 10
-3m
3/ h.The easier water filling of water filling initial stage model, water injection rate curve rises very fast, and along with the continuation of water filling, model pore water pressure increases, and curve is tending towards relaxing to model saturated; In first stage affusion model hole, have a small amount of gas medium, gas in hole is discharged in water filling, and water injection rate is greater than subordinate phase water filling.
Shown in Fig. 5,5a, 5b, loose rock soil layer top displacement change curve in system and device simulation loose rock soil layer the injecting process.
As seen from the figure, between the injection life, top displacement constantly rises with water filling, and two step-by-step test model displacement variable are respectively 2.041 mm and 1.11 mm, and therefore, water filling can improve model compression state.
Shown in Fig. 6 a, 6b, loose rock soil layer different layers position microstrain change curve in the water filling of first stage simulation test and dehydration settling process.
As seen from the figure, model internal modification in simulation loose rock soil layer bottom aquifer water filling and dehydration settling process is monitored, monitoring continues 30 d.Fiber grating strain monitoring result be on the occasion of time stratum tension stress effect, compression chord effect in stratum during for negative value.Between the injection life, model strain continues to increase, FBG1, FBG2 and FBG3 microstrain variable quantity are respectively 16.55,6.79 and 197.51, layer position, place be all in tension state, stops after water filling the strain state that tends towards stability, and continues respectively 5.0 d, 5.0 d and 18.0 d stabilization time.Along with model head declines, model lower part strain value continues to reduce, by tension state, transfer pressured state to, the maximum microstrain value of FBG1 and FBG2 is respectively-38.89 and-100.51, the dehydration of model top is slow compared with bottom, in settling process, microstrain increases, and in continuing tension state, the maximum microstrain of FBG3 is 451.57.
Shown in Fig. 7, loose rock soil layer bottom aquifer the injecting process water injection rate monitoring curve.
Loose rock soil layer different layers position microstrain change curve in the water filling of subordinate phase simulation test and dehydration settling process.
As seen from the figure, model internal modification in the water filling of subordinate phase simulation test and dehydration settling process is monitored, monitoring continues 19 d.Between the injection life, model strain value increases, and FBG1, FBG2 and FBG3 microstrain variable quantity are respectively 1.32,0.53 and 1.41, shows that water filling repeatedly recovers deformation effect to model little.Stop after water filling the strain state that tends towards stability, continue respectively 6.5 d, 8.5 d and 10.0 d stabilization time.Along with model head declines, model lower part strain value continues to reduce, in continuous compression state, the maximum microstrain value of FBG1 and FBG2 is respectively-253.90 and-177.10, model top is along with the decline of water level, flood effectiveness constantly weakens, and tension is and subtracts lower trend, and the maximum microstrain value of FBG3 is 597.77.In conjunction with two step-by-step test water filling strain curves, after model water filling, increase and reduce stabilization time with the degree of depth, after model dehydration sedimentation, the stabilization time of water filling is 6.5 ~ 10.0 d again, prediction loose rock soil layer water filling saturated rear stabilization time is 285.0 ~ 570.0 d, and its value is relevant with loose rock soil layer dehydration condition.
The sedimentation analogy method of described analog system device, carry out in the steps below:
(1), constant pressure water flooding pump 1 provides constant water injection pressure by power ratio control, current by flow instrument 2, water injection pipe 3 by water filling floral tube injection model bucket 4 inner model materials, water flow value and water filling value in flow instrument 2 measure analog processes.
(2) there is sedimentation and deformation in thick loose rock-soil layer, in dehydration process, by water filling, can alleviate loose rock soil layer dehydration sedimentation state, reach the effect of administering loose rock solum settlement, dial gauge 5 is measured loose rock soil layer bulk deformation amount in simulation thick loose rock-soil layer bottom aquifer seepage flow and deformation simulative process of the test.
(3), the built-in wideband light source of fiber Bragg grating (FBG) demodulator 16 applies light source to fiber- optic grating sensor 10,11,12 by optical cable 15, the wavelength value that optical signals fiber Bragg grating (FBG) demodulator 16 dresses that fiber- optic grating sensor 10,11,12 returns change sensor into inputs to computing machine 17, by calculating wavelength shift, wavelength value is converted to the stress value of loose rock soil layer inside.
(4), the fiber grating of accurate the first fiber-optic grating sensor (10) distributing, the second fiber-optic grating sensor (11), the 3rd fiber-optic grating sensor (12), by the reflected light wavelength of different fiber grating
,
extremely
corresponding with each measurement point 1 of loose rock soil layer, measurement point 2, measurement point n, experience respectively respectively the distribute stress of measuring point of loose rock soil layer different layers position, its catoptrical wavelength is changed, the reflected light changing spreads out of from measure field through Transmission Fibers, by fiber Bragg grating (FBG) demodulator, surveyed the size of its wavelength, by calculating wavelength shift, wavelength value is converted to the strain size of each measuring point and the stress distribution of loose rock soil layer of loose rock soil layer different layers position.
embodiment 1
Simulate certain mining area buried depth 120 ~ 200 m loose rock soil layer, according to geologic prospecting, drill the section histogram of shaft location core, configure in proportion test material and simulate certain mining area thick loose rock-soil layer, select different-grain diameter sand grains proportioning simulation test material.To on-the-spot scall sandy gravel stratum grain composition experiment, loose rock soil layer sandy gravel stratum D
20particle diameter is 0.5 mm.Choose building river sand reasonable disposition size grading and meet D
20equivalent grain size cast material, cast material grain composition is that particle diameter 0.1-0.25 mm, 0.3-0.5 mm and 1-2 mm sand grain content proportioning are 1:1:8.Cast material nonuniformity coefficient C
ube 13.31 > 10, cast material grating is good.The stress of sand grains is less than 3 MPa, ignores the Crushing Problem of particle.
Test model geometric similarity constant C is 100; Infiltration coefficient affinity constant C
kbe 1; Effective drainage porosity affinity constant C
ube 0.57; Time similarity constant C
tbe 57.
Cast material is loaded in model bucket 4, and loading height is 800 mm, cast material bottom filling gravel, and gravel thickness is 10 mm, particle diameter is 5-10 mm, prevents that cast material runs off with current.Material adopts layering filling, and every filling 200 mm carry out compacting, and add less water, reduces gas in sand grains hole.After having loaded, at top, place 37 kg grey iron blocks and carry out compacting.
Simulation test is divided two stages, has carried out respectively the seepage flow deformation test monitoring under water filling and dehydration condition.Water filling seepage flow deformation behaviour again after subordinate phase experimental study model dehydration sedimentation.Test adopts constant low pressure water filling, and water injection pressure is 0.14 MPa.
Shown in Fig. 8, the dial gauge that Fig. 8 is Fig. 1 is with loose rock soil layer bottom aquifer the injecting process top displacement monitoring curve figure; As seen from the figure, between the injection life, top displacement constantly rises with water filling, and two step-by-step test model displacement variable are respectively 2.041 mm and 1.11 mm, and therefore, water filling can improve model compression state.
As seen from the figure, water injection rate change curve horizontal ordinate is water injection time, and ordinate is total water injection rate in sometime.Test the injecting process is continuous water filling, and two stage water fillings continue respectively 69 min and 63 min, and total water injection rate is respectively 0.0097 m
3with 0.0079 m
3, average injection flow is respectively 8.4 * 10
-3m
3/ h and 7.5 * 10
-3m
3/ h.The easier water filling of water filling initial stage model, water injection rate curve rises very fast, and along with the continuation of water filling, model pore water pressure increases, and curve is tending towards relaxing to model saturated; In first stage affusion model hole, have a small amount of gas medium, gas in hole is discharged in water filling, and water injection rate is greater than subordinate phase water filling.
Shown in Fig. 8 a, 8b, loose rock soil layer different layers position microstrain change curve in simulation loose rock soil layer bottom aquifer water filling and dehydration settling process.
As seen from the figure, model internal modification in simulation loose rock soil layer bottom aquifer water filling and dehydration settling process is monitored, monitoring continues 30 d.Fiber grating strain monitoring result be on the occasion of time stratum tension stress effect, compression chord effect in stratum during for negative value.Between the injection life, model strain continues to increase, FBG1, FBG2 and FBG3 microstrain variable quantity are respectively 16.55,6.79 and 197.51, layer position, place be all in tension state, stops after water filling the strain state that tends towards stability, and continues respectively 5.0 d, 5.0 d and 18.0 d stabilization time.Along with model head declines, model lower part strain value continues to reduce, by tension state, transfer pressured state to, the maximum microstrain value of FBG1 and FBG2 is respectively-38.89 and-100.51, the dehydration of model top is slow compared with bottom, in settling process, microstrain increases, and in continuing tension state, the maximum microstrain of FBG3 is 451.57.
Claims (4)
1. the moisture water filling sedimentation and deformation analogue means in thick loose rock-soil layer bottom;
This device is by model bucket, constant pressure water flooding pump, flow instrument, water injection pipe, piezometric tube, dial gauge, crestal waterflood flange, sidepiece drainage flange, bottom discharge flange, the first fiber-optic grating sensor, the second fiber-optic grating sensor, the 3rd fiber-optic grating sensor, fiber Bragg grating (FBG) demodulator, optical cable, computing machine and remote data transmission equipment form, it is characterized in that described model bucket (4) one end is connected with crestal waterflood flange (14), the other end is connected with bottom discharge flange (9), wherein a side of model bucket (4) is connected with sidepiece drainage flange (7), opposite side is connected with piezometric tube (13), described constant pressure water flooding pump (1) one end is connected with water source, the other end is connected with flow instrument (2) one end, flow instrument (2) other end is connected with water injection pipe (3), water injection pipe (3) other end is connected with the water filling floral tube (6) of model bucket (4) inner chamber by crestal waterflood flange (14), model bucket (4) intracavity bottom is connected with perforated plate (8), described optical cable (15) one end by crestal waterflood flange (14) and model bucket (4) inner chamber successively interval respectively with the first fiber-optic grating sensor (10), the second fiber-optic grating sensor (11), the 3rd fiber-optic grating sensor (12) connects, described optical cable (15) other end successively respectively with fiber Bragg grating (FBG) demodulator (16), computing machine (17), remote transmission device (18), connect, described dial gauge (5) is connected with crestal waterflood flange (14).
2. the moisture water filling sedimentation and deformation analogue means in thick loose rock-soil layer according to claim 1 bottom, is characterized in that described model bucket (4) internal interval is equipped with at least 3 fiber-optic grating sensors.
3. the moisture water filling sedimentation and deformation analogue means in thick loose rock-soil layer according to claim 1 bottom, it is characterized in that described optical light sensor is that fiber-optic grating sensor is connected in series 1 linear array of formation successively, at least forms three arrays after its every linear array is connected in parallel.
4. the moisture water filling sedimentation and deformation analogue means in thick loose rock-soil layer according to claim 1 bottom, is characterized in that the inner dismountable perforated plate (8) of installing of model bucket (4), and perforated plate has at least 30 apertures on (8).
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|---|---|---|---|
| CN201320638544.1U CN203490213U (en) | 2013-10-16 | 2013-10-16 | Water-injection settlement deformation simulation device for water-bearing stratum at bottom of thick and loose rock-soil bed |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320638544.1U CN203490213U (en) | 2013-10-16 | 2013-10-16 | Water-injection settlement deformation simulation device for water-bearing stratum at bottom of thick and loose rock-soil bed |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103487569A (en) * | 2013-10-16 | 2014-01-01 | 西安科技大学 | Thick loose rock-soil layer bottom water injection sedimentation deformation analog device and method |
| CN104596737A (en) * | 2015-02-15 | 2015-05-06 | 中国地质科学院水文地质环境地质研究所 | Underground water level dynamic simulation test method based on underground water dynamic simulation test platform |
| CN105181938A (en) * | 2015-10-09 | 2015-12-23 | 中国矿业大学(北京) | Slope groundwater simulation device |
-
2013
- 2013-10-16 CN CN201320638544.1U patent/CN203490213U/en not_active Withdrawn - After Issue
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103487569A (en) * | 2013-10-16 | 2014-01-01 | 西安科技大学 | Thick loose rock-soil layer bottom water injection sedimentation deformation analog device and method |
| CN104596737A (en) * | 2015-02-15 | 2015-05-06 | 中国地质科学院水文地质环境地质研究所 | Underground water level dynamic simulation test method based on underground water dynamic simulation test platform |
| CN104596737B (en) * | 2015-02-15 | 2017-10-20 | 中国地质科学院水文地质环境地质研究所 | A kind of DYNAMIC MODELING OF GROUNDWATER experimental method based on groundwater dynamic simulation experiment platform |
| CN105181938A (en) * | 2015-10-09 | 2015-12-23 | 中国矿业大学(北京) | Slope groundwater simulation device |
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