CN101123045A - Onsite demonstration for soil body penetration destroying and measurement meter for critical water force grade - Google Patents
Onsite demonstration for soil body penetration destroying and measurement meter for critical water force grade Download PDFInfo
- Publication number
- CN101123045A CN101123045A CNA2007100714181A CN200710071418A CN101123045A CN 101123045 A CN101123045 A CN 101123045A CN A2007100714181 A CNA2007100714181 A CN A2007100714181A CN 200710071418 A CN200710071418 A CN 200710071418A CN 101123045 A CN101123045 A CN 101123045A
- Authority
- CN
- China
- Prior art keywords
- bottle
- mariotte
- mariotte flask
- soil body
- test specimen
- 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.)
- Granted
Links
- 239000002689 soil Substances 0.000 title claims abstract description 68
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 16
- 230000035515 penetration Effects 0.000 title claims description 9
- 238000005259 measurement Methods 0.000 title 1
- 238000007789 sealing Methods 0.000 claims description 9
- 239000004575 stone Substances 0.000 claims description 7
- 239000004744 fabric Substances 0.000 claims description 5
- 239000011521 glass Substances 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 239000004746 geotextile Substances 0.000 claims description 2
- 230000006378 damage Effects 0.000 abstract description 4
- 239000007788 liquid Substances 0.000 abstract description 4
- 238000001914 filtration Methods 0.000 abstract description 3
- 230000008595 infiltration Effects 0.000 abstract description 3
- 238000001764 infiltration Methods 0.000 abstract description 3
- 229920006395 saturated elastomer Polymers 0.000 abstract description 2
- 230000000694 effects Effects 0.000 description 7
- 239000004576 sand Substances 0.000 description 6
- 238000002474 experimental method Methods 0.000 description 5
- 230000005540 biological transmission Effects 0.000 description 4
- 239000011362 coarse particle Substances 0.000 description 4
- 239000002245 particle Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 239000003086 colorant Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000001314 paroxysmal effect Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 230000000750 progressive effect Effects 0.000 description 1
- 238000012857 repacking Methods 0.000 description 1
Images
Landscapes
- Sampling And Sample Adjustment (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a soil infiltration damage phenomenon demonstration and critical hydraulic gradient metering device. The top of a Mariotte bottle is connected with a unidirectional exhaust valve, the Mariotte bottle is communicated with the bottom of a secondary Mariotte bottle, and the top of the secondary Mariotte bottle is connected with the unidirectional exhaust valve. One end of the top of a sample tube is connected with a drainage pipe, and the bottom of the tube is provided with a filtering layer. One branch of the duct at the bottom of the Mariotte bottle is communicated with the bottom of the sample tube via the duct and a stop valve, the other branch of the duct is communicated with an intake pipe via a stop clip, and the Mariotte bottle and the communicated secondary bottle are arranged at a power lifting device. The cleaned saturated soil sample is stored in the sample tube, and the height of the soil sample L is recorded. The stop valve is closed, the stop clip is opened, the Mariotte bottle is filled with water via the duct at a certain water pressure, and then the stop clip is closed. A hand wheel is rotated to align the liquid level of the secondary bottle with the zero scale of a graduated scale. The stop valve is opened, and the hand wheel is rotated to lift the Mariotte bottle until soil body flow occurs or the piping is broken. The height difference H is read through the graduated scale, then the critical hydraulic gradient is (H-L)/L.
Description
Technical field
The present invention relates to experimental provision, especially relate to a kind of soil body penetration breakoff phenomenon demonstration and critical hydraulic gradient analyzer.
Background technology
Destruction or metabolies such as earth structure and ground peel off owing to soil layer appears in seepage effect, surface doming, seepage channel are named seepage failure or seepage deformation.Seepage failure is one of major reason of earth structure destruction, endangers very big.The main type of seepage failure of soil has stream soil, piping, contact stream soil and contact scour.With regard to single soil layer, the principal mode of seepage deformation is stream soil and piping.
Under the infiltration flow action that makes progress, the phenomenon that the soil body or the particle swarm in the veneer of soil subrange suspends simultaneously, moves is called stream soil, mainly occurs in ground or earth dam downstream seepage flow overflows the place, as shown in Figure 1.
Under the infiltration flow action, fine grained in the soil moves in the hole that coarse particle forms so that run off, along with the hole of soil constantly enlarges, seepage velocity constantly increases, thicker particle is also taken away gradually by current, finally cause forming the seepage flow pipeline that connects in the soil body, cause the soil body to subside, this phenomenon is called piping.
Stream soil is different with the formation condition of piping, and the place is overflowed at seepage flow in the position that stream soil takes place, and the place both can have been overflowed at seepage flow in the position that piping takes place, also can be at inside soil body.
Stream soil destroys paroxysmal often, and failure by piping generally has a time evolution, is a kind of destruction of progressive character.In theory, as long as hydraulic gradient reaches certain numerical value, the soil of any kind all can flow soil to be destroyed; And piping only occurs in the cohesiveless soil of certain grating (as nonuniformity coefficient greater than 10), and the pore diameter that coarse particle constituted in the soil must be greater than fine grain diameter.
The seepage failure phenomenon that the above-mentioned inviscid soil body produces under certain hydraulic gradient effect can utilize this demonstrator to demonstrate out visually, and can measure its generation critical hydraulic gradient under seepage.
Summary of the invention
The object of the present invention is to provide a kind of soil body penetration breakoff phenomenon demonstration and critical hydraulic gradient analyzer, it can demonstrate the stream soil phenomenon that the various inviscid soil bodys produce visually under enough big hydraulic gradient effect, and the cohesiveless soil of certain grating produces the phenomenon of piping under certain hydraulic gradient effect.And can measure the critical hydraulic gradient that seepage failure takes place for it.
The technical solution adopted in the present invention is:
Comprise mariotte flask, the secondary bottle of mariotte flask, one-way exhaust valve, breather cheek valve, test specimen tube, sealing valve, threeway, tongs, stand and power hoisting device; The mariotte flask bottom connects conduit, the mariotte flask top is connected to two one-way exhaust valves, mariotte flask is communicated with the secondary bottle of mariotte flask bottom, the secondary bottle bottle of mariotte flask top is connected to breather cheek valve, test specimen tube top one end is provided with drainpipe, the test specimen tube bottom is provided with fixing drainage layer, the test soil body is housed on the drainage layer, the conduit of mariotte flask bottom is divided into two-way through threeway, one the tunnel is communicated with the test specimen tube bottom through conduit and sealing valve, another road is communicated with water inlet pipe through tongs, and mariotte flask is secondary bottled on power hoisting device with the mariotte flask that links to each other.
The invention has the beneficial effects as follows: promptly can be observed the stream soil phenomenon that the various inviscid soil bodys produce by shaking this simple operations of operation handwheel under enough big hydraulic gradient effect, and the cohesiveless soil of certain grating produces the phenomenon of piping under certain hydraulic gradient effect.And, read the critical hydraulic gradient that numerical value on the rule can calculate this kind soil body generation seepage failure.
Description of drawings
Fig. 1 is that stream soil destroys synoptic diagram.
Fig. 2 is the structure enlarged drawing of mariotte flask.
Fig. 3 is a structural principle synoptic diagram of the present invention.
Among the figure: 1, mariotte flask, 2, the secondary bottle of mariotte flask, 3, one-way exhaust valve, 4, breather cheek valve, 5, test specimen tube, 6, the test soil body, 7, drainage cloth, 8, drainage stone, 9, water-accepting basin, 10, the sealing valve, 11, threeway, 12, tongs, 13, sprocket shaft, 14, stand, 15, the operation handwheel, 16, anchor ear, 17, gear set, 18, balancing weight, 19, promote chain, 20, transmission shaft, 21, rule, 22, osculum.
Embodiment
As Fig. 2, shown in Figure 3, the present invention includes mariotte flask 1, the secondary bottle 2 of mariotte flask, one-way exhaust valve 3, breather cheek valve 4, test specimen tube 5, sealing valve 10, threeway 11, tongs 12, stand 14 and power hoisting device; 1 bottle of bottom of mariotte flask connects conduit, 1 bottle of top of mariotte flask is connected to two one- way exhaust valves 3,2 bottles of bottoms of mariotte flask 1 and the secondary bottle of mariotte flask are communicated with, 2 bottles of tops of the secondary bottle of mariotte flask are connected to breather cheek valve 4, test specimen tube 5 is placed in the water-accepting basin 9, test specimen tube 5 tops one end is provided with osculum 22, test specimen tube 5 bottoms are provided with fixing drainage layer, the test soil body 6 is housed on the drainage layer, the conduit of 1 bottle of bottom of mariotte flask is divided into two-way through threeway 11, one the tunnel is communicated with through conduit and 5 bottoms of sealing valve 10 and test specimen tube, and another road is communicated with water inlet pipe through tongs 12, and mariotte flask 1 is contained on the power hoisting device with the secondary bottle 2 of the mariotte flask that links to each other.
Described power hoisting device, be sprocket shaft 13 to be housed in the upper end of 14 of two stands, another sprocket shaft 13 and transmission shaft 20 are equipped with in the lower end, the both sides, upper end of mariotte flask 1 are equipped with respectively and are promoted chain 19, promote the sprocket of chain 19 on upper end sprocket shaft 13, be connected with both sides, balancing weight 18 upper end respectively, the sprocket of the lifting chain 19 of both sides, balancing weight 18 lower end on another sprocket shaft 13 of lower end, be connected with the both sides, lower end of mariotte flask 1 respectively, transmission shaft 20 1 sides are equipped with the operation handwheel, gear set 17 and another sprocket shaft 13 of transmission shaft 20 opposite sides are rotationally connected, mariotte flask 1 both sides can slide up and down along stand 14 with anchor ear 16, post the scale strip 21 of 0～100cm on one side of a stand 14, zero graduation and test specimen tube filtering layer upper surface level.
Described test specimen tube 5 is transparent organic glass tube, and upper end one side is furnished with the constant osculum 22 of water level in the test specimen tube of maintenance 5, and test specimen tube 5 bottoms are provided with fixing drainage layer.
Described drainage layer is covered with drainage cloth 7 by the drainage stone 8 of bottom and drainage stone 8 tops and forms.
Described drainage stone 8 is gravel.Described drainage cloth 7 is geotextile.
Mariotte flask is through repacking, and its water inlet is all finished through bottle bottom conduit with water outlet.During water inlet, water is injected with certain hydraulic pressure by the bottom conduit, two one-way exhaust valves on bottle top can be discharged gas in the bottle.The secondary bottle of mariotte flask is communicated with a main bottle bottom, and the liquid level during draining in secondary bottle is constant, thereby can control mariotte flask maintenance constant head.Water enters the soil body from test specimen tube bottom water inlet through filtering layer, can eliminate the local assault of current to the soil sample bottom like this.Test specimen tube top one end is provided with osculum, can make to keep constant water level in the test specimen tube.Gear set is converted into the rotation of handwheel the lifting of chain.Counterweight makes lifting gear have auto-lock function, guarantees that mariotte flask can not glide when stopping shaking.Scale strip (0～100cm, the altitude range of being convenient to operate, and can form enough head difference) is posted on one side of stand.During demonstration, shake the operation handwheel, mariotte flask moves up or down along stand, and to regulate head difference, the maximal value of head difference is 100cm-L (L is the height of soil sample, and when L was taken as 20cm, the maximal value of head difference was 80cm).When the mariotte flask height was suitable, under the head difference effect at this moment, the test soil body produced stream soil or failure by piping.For making phenomenon obvious, in the experiment of stream soil, select light soil sample (as pure white sand grains footpath 0.1mm～0.25mm group or 0.25mm～0.5mm group) for use; The thickness particle is selected the different colours that is easy to distinguish for use in the piping experiment, adopts pure white sand as coarse particle, and fine grained adopts black sand, and the ratio of thickness granular mass is between 3: 1 to 4: 1, and the ratio of particle diameter is not less than 10, as 1～2mm grain group and 0.1～0.25mm grain group.More than selected soil sample be clean sample.Like this, test stream soil that soil sample took place or piping phenomenon all can clearly be observed through transparent organic glass bottle.Read discrepancy in elevation H (H is the height of liquid level in the secondary bottle of mariotte flask) by rule, can calculate this kind soil sample generation critical hydraulic gradient under seepage, its value is: (H-L)/and L.In the determination experiment of critical hydraulic gradient, used sample can be not limited to and provide in claims, also can measure for other soil sample.
At first, the saturated soil sample of cleaning 6 is contained in test specimen tube 5, write down the height L of soil sample 6.The selected soil body 6 is light soil sample in the experiment of stream soil, as pure white sand; In piping experiment, be the inviscid soil sample that mix of thickness granular mass between, coarse particle employing pure white sand, fine grained employing black sand than 3: 1 to 4: 1.Then, close sealing valve 10, open tongs 12, with certain hydraulic pressure by conduit with mariotte flask 1 fills with water, close tongs 12.Shake operation handwheel 15, make the liquid level in the secondary bottle 2 of mariotte flask mutually neat with the zero graduation of rule.Open sealing valve 10 then, slowly shake operation handwheel 15, mariotte flask 1 is slowly risen, stream soil or failure by piping take place until the soil body.
Read discrepancy in elevation H by rule this moment, and then head difference is H-L, critical hydraulic gradient=(H-L)/L.This formula is suitable for the mensuration of any soil body critical hydraulic gradient.
Claims (5)
1. demonstration of soil body penetration breakoff phenomenon and critical hydraulic gradient analyzer is characterized in that: comprise mariotte flask (1), the secondary bottle of mariotte flask (2), one-way exhaust valve (3), breather cheek valve (4), test specimen tube (5), sealing valve (10), threeway (11), tongs (12), stand (14) and power hoisting device; Mariotte flask (1) bottle bottom connects conduit, mariotte flask (1) bottle top is connected to two one-way exhaust valves (3), mariotte flask (1) is communicated with the secondary bottle of mariotte flask (2) bottle bottom, the secondary bottle of mariotte flask (2) bottle top is connected to breather cheek valve (4), test specimen tube (5) top one end is provided with osculum (22), test specimen tube (5) bottom is provided with fixing drainage layer, the test soil body (6) is housed on the drainage layer, the conduit of mariotte flask (1) bottle bottom is divided into two-way through threeway (11), one the tunnel is communicated with test specimen tube (a 5) tube bottom through conduit and sealing valve (10), another road is communicated with water inlet pipe through tongs (12), and mariotte flask (1) is contained on the power hoisting device with the secondary bottle of the mariotte flask that links to each other (2).
2. soil body penetration breakoff phenomenon demonstration according to claim 1 and critical hydraulic gradient analyzer, it is characterized in that: described test specimen tube (5) is transparent organic glass tube, upper end one side is furnished with the constant osculum (22) of the interior water level of maintenance test specimen tube (5), and test specimen tube (5) bottom is provided with fixing drainage layer.
3. soil body penetration breakoff phenomenon according to claim 1 demonstration and critical hydraulic gradient analyzer is characterized in that: described drainage layer is covered with drainage cloth (7) by the drainage stone (8) of bottom and drainage stone (8) top and forms.
4. soil body penetration breakoff phenomenon demonstration according to claim 1 and critical hydraulic gradient analyzer, it is characterized in that: described drainage stone (8) is gravel.
5. soil body penetration breakoff phenomenon demonstration according to claim 1 and critical hydraulic gradient analyzer is characterized in that: described drainage cloth (7) is geotextile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200710071418A CN100589152C (en) | 2007-09-24 | 2007-09-24 | Onsite demonstration for soil body penetration destroying and measurement meter for critical water force grade |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200710071418A CN100589152C (en) | 2007-09-24 | 2007-09-24 | Onsite demonstration for soil body penetration destroying and measurement meter for critical water force grade |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101123045A true CN101123045A (en) | 2008-02-13 |
| CN100589152C CN100589152C (en) | 2010-02-10 |
Family
ID=39085366
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN200710071418A Expired - Fee Related CN100589152C (en) | 2007-09-24 | 2007-09-24 | Onsite demonstration for soil body penetration destroying and measurement meter for critical water force grade |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN100589152C (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104021280A (en) * | 2014-05-19 | 2014-09-03 | 中冶集团武汉勘察研究院有限公司 | Method for computing critical hydraulic gradient suitable for piping of tail silt |
| CN105571996A (en) * | 2015-12-29 | 2016-05-11 | 温州大学 | Test device for soil body particle movement state under water seepage state |
| CN105672378A (en) * | 2016-04-01 | 2016-06-15 | 浙江大学 | Foundation pit excavation model testing device simulating lifting of artesian head |
| CN109307633A (en) * | 2018-11-23 | 2019-02-05 | 合肥工业大学 | Gravelly soil internal corrosion testing equipment and test method under a kind of seepage effect |
| CN110220831A (en) * | 2019-05-20 | 2019-09-10 | 河南大学 | Seepage through soil mass destroys and the apparatus for demonstrating and test method of processing |
| CN113239555A (en) * | 2021-05-21 | 2021-08-10 | 贵州正业工程技术投资有限公司 | Method for judging vertical seepage failure mode of composite soil layer |
-
2007
- 2007-09-24 CN CN200710071418A patent/CN100589152C/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104021280A (en) * | 2014-05-19 | 2014-09-03 | 中冶集团武汉勘察研究院有限公司 | Method for computing critical hydraulic gradient suitable for piping of tail silt |
| CN104021280B (en) * | 2014-05-19 | 2017-02-22 | 中冶集团武汉勘察研究院有限公司 | Method for computing critical hydraulic gradient suitable for piping of tail silt |
| CN105571996A (en) * | 2015-12-29 | 2016-05-11 | 温州大学 | Test device for soil body particle movement state under water seepage state |
| CN105672378A (en) * | 2016-04-01 | 2016-06-15 | 浙江大学 | Foundation pit excavation model testing device simulating lifting of artesian head |
| CN109307633A (en) * | 2018-11-23 | 2019-02-05 | 合肥工业大学 | Gravelly soil internal corrosion testing equipment and test method under a kind of seepage effect |
| CN109307633B (en) * | 2018-11-23 | 2020-10-02 | 合肥工业大学 | Testing equipment and testing method for erosion of inner part of gravel soil under seepage effect |
| CN110220831A (en) * | 2019-05-20 | 2019-09-10 | 河南大学 | Seepage through soil mass destroys and the apparatus for demonstrating and test method of processing |
| CN113239555A (en) * | 2021-05-21 | 2021-08-10 | 贵州正业工程技术投资有限公司 | Method for judging vertical seepage failure mode of composite soil layer |
| CN113239555B (en) * | 2021-05-21 | 2022-09-13 | 贵州正业工程技术投资有限公司 | Method for judging vertical seepage failure mode of composite soil layer |
Also Published As
| Publication number | Publication date |
|---|---|
| CN100589152C (en) | 2010-02-10 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN100589152C (en) | Onsite demonstration for soil body penetration destroying and measurement meter for critical water force grade | |
| CN102175585B (en) | Method for testing permeability stability of sand gravel material | |
| CN201117150Y (en) | Soil mass infiltration destruction phenomenon demonstration and critical hydraulic gradient measuring instrument | |
| CN102879226B (en) | Piston type visible water sample collection instrument | |
| CN104931290A (en) | Detachable dual-purpose sampler for shallow sediment and soil and sampling method for detachable dual-purpose sampler | |
| CN105651677A (en) | Geotechnical parameter and property tester capable of simultaneously testing specific yield and osmotic coefficient | |
| CN102175584B (en) | Tester for permeation stability of gravel | |
| CN102775035B (en) | River/lake heavy metal pollution sediment in-situ coverage method and device | |
| CN203716275U (en) | Rainwater and sewage dividing facility | |
| CN106526224B (en) | A kind of solid-liquid two-phase flow speed measuring device and method | |
| CN101187297B (en) | Closed sand-washing sand-removing oil-collecting technology for oil and water well, and device therefor | |
| CN109001099A (en) | It is a kind of to read to flow the experimental rig and experimental method of moulding native infiltration coefficient for surveying | |
| CN2816809Y (en) | Device for detecting seepage coefficient and seepage-resisting gradient ratio | |
| CN209028082U (en) | A kind of mud takes slag ability measurement device | |
| CN203116927U (en) | Check valve detector | |
| CN207470190U (en) | It simulates slurry shield excavation face mud film forming and measures the device of mud film infiltration coefficient | |
| CN203069376U (en) | Apparatus used for detecting water engineering performance index of check valve or water supply and drainage pipe | |
| CN104990845B (en) | A kind of suspended particulate settling velocity grading plant and method | |
| CN109061122A (en) | A kind of mud takes slag ability measurement device and measurement method | |
| Gan et al. | Consolidation and hydraulic conductivity testing of slurries | |
| CN212612244U (en) | Test device for simulating hydrology and water quality of slope protection structure | |
| CN214844583U (en) | High-speed sand-carrying water flow cavitation erosion failure test device | |
| CN105547753B (en) | Biological sludge ortho states sampler and application method | |
| CN209416644U (en) | A kind of device of test Combined Municipal pipeline consolidation mud initial velocity | |
| CN103792327B (en) | A kind of siphon balanced type heavy metal contaminants stripping-adsorption test device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20100210 Termination date: 20200924 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |