CN201666864U - Silt seepage-resistance intensity determining device - Google Patents
Silt seepage-resistance intensity determining device Download PDFInfo
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- CN201666864U CN201666864U CN 201020112205 CN201020112205U CN201666864U CN 201666864 U CN201666864 U CN 201666864U CN 201020112205 CN201020112205 CN 201020112205 CN 201020112205 U CN201020112205 U CN 201020112205U CN 201666864 U CN201666864 U CN 201666864U
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- silt
- permeability
- seepage
- water inlet
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Abstract
The utility model relates to a soil property testing device and aims at providing a silt seepage-resistance intensity determining device. The determining device comprises a seepage container, wherein the seepage container is internally provided with a cutting ring; the top of the seepage container is provided with a top cover, and the bottom is provided with a base; a water inlet is connected with a water supply pipe and a water inlet pipe through a three-way valve; the water supply pipe is connected to a water level regulator; and the water inlet pipe is connected to a variable water head device. The determining device can be used for determining the seepage deformation evolution rules and the characteristics of the silt as well as the index of the silt in critical state when generating seepage failure, under different geological conditions, grain size gradations, hydraulic conditions and control measures, thus providing references for prevention and control on seepage failure of silt ground. The determining device has important significance for the research on seepage deformation, critical hydraulic gradient and seepage resistance intensity of the silt. Moreover, the determining device can realize simultaneous analysis of multiple samples, greatly shorten the determining time and improve the working efficiency.
Description
Technical field
The utility model relates to a kind of soil function proving installation.More particularly, the utility model relates to a kind of silt anti-permeability strength determinator.
Background technology
Silt is between sand and cohesive soil, plasticity index I
p≤ 10 and particle diameter be no more than the soil of full weight 50% greater than the granule content of 0.075mm.Because structure and glacier activity are considered to be rich in the sedimental geologic epoch of silt the Quaternary period.In the area that lives through glacier activity or alluviation, silt is very general in the world.
Silt has special engineering character, and the silt structure is responsive, easily disturbance, acting on cohesive soil and tangible difference is arranged in sand between water and the soil.The ability of soil body opposing seepage failure is called anti-permeability strength, i.e. the unit soil body limit seepage force γ that can bear
wJ
FJ
FFor destroying hydraulic gradient or ratio of resistance seepage slope, also can be as anti-permeability strength.Silt very easily produces seepage deformation under the effect of underground water flowing pressure, cause geologic hazard and engineering problem very outstanding, and is therefore significant to the research of silt anti-permeability strength.
The silt seepage deformation is a very complicated problems, its form and generation development and silt geological condition, grain composition, hydraulics, factors such as water (flow) direction are relevant, usually can be summed up as and be following 4 kinds: (1) stream soil: the particle swarm of the soil body starts simultaneously under seepage effect and takes away, it can be a globality, it also can be locality: (2) piping: under seepage effect, particle moves or is taken away by current along pore channel: (3) contact scour: when seepage flow flows along the surface of contact of different medium, particle is taken away: (4) contact stream soil: when the vertical surface of contact with different medium of seepage flow flows, the particle of one deck wherein is moved in another layer goes.In actual engineering, the form that seepage deformation takes place can be that single form occurs, and also can be that several formal adjoints come across different parts.
Make a general survey of domestic and international seepage failure present Research, it is more to concentrate on dam infiltration piping aspect, and great majority are at cohesiveless soil or cohesive soil, and vertical seepage deformation instrument also only is applicable to vertical infiltration coefficient and the seepage deformation of measuring coarse-grained soil.Therefore, at silt characteristic development silt anti-permeability strength determinator, measure the seepage deformation rule of development and the feature of silt under different geological conditions, grain composition, hydraulics and different prophylactico-therapeutic measuress, be in the index of critical conditions during silt generation seepage failure, for the prevention and control of silt foundation seepage failure provide reference.For the seepage deformation of silt, significant to the research of the critical hydraulic gradient of silt, silt anti-permeability strength.
Utility model Inner holds
The technical problems to be solved in the utility model is, overcomes deficiency of the prior art, and a kind of silt anti-permeability strength determinator is provided.
In order to solve the problems of the technologies described above, the utility model is achieved through the following technical solutions:
The utility model provides a kind of silt anti-permeability strength determinator, comprises that main body is the permeability vessel of annular casing, a built-in cutting ring; The top of described permeability vessel is the top cover that is provided with gap, and its bottom is for being provided with the base of gas outlet and water inlet; Described water inlet links to each other with water inlet pipe with feed pipe through T-valve, and feed pipe is connected to water level control apparatus, and water inlet pipe is connected to the varying head device; Described water level control apparatus is a cistern that has water level gauge, and feed pipe is communicated with cistern bottom outlet valve; Described varying head device comprises the varying head pipe of band milliliter scale and the fixed support of band millimeter rule, and water inlet pipe is communicated with varying head pipe bottom.
As a kind of improvement, establish pipe clamp on the described water inlet pipe.
As a kind of improvement, described gap, gas outlet and water inlet are provided with valve respectively.
As a kind of improvement, described cistern is located on the crane.
As a kind of improvement, described permeability vessel is located on the pedestal, and is furnished with the transparent water receptacle.
As a kind of improvement, establish O-ring seal between described cutting ring and top cover and the base.
As a kind of improvement, the top and bottom of described cutting ring are provided with impervious layer of simulation and simulation subjacent bed respectively; The impervious layer of described simulation is geotextile or ballast material; Described simulation subjacent bed is permeable stone or sand.
As a kind of improvement, described silt anti-permeability strength determinator comprises two groups of above permeability vessels and varying head device, each permeability vessel all is connected to the varying head device supporting with it by pipeline and T-valve, and is communicated with the outlet valve of same water level control apparatus.
Silt anti-permeability strength assay method based on aforementioned silt anti-permeability strength determinator may further comprise the steps:
(1) water inlet with the permeability vessel base is communicated with water level control apparatus; Check permeability vessel, require to be sealed to water-tight air tight; Place the simulation subjacent bed on the permeability vessel base, the simulation subjacent bed is permeable stone or sand;
(2) cutting ring that the silt sample will the be housed permeability vessel of packing into; Because silt structure sensitivity, after the sample upper end adds the protection screen cloth, put into upper dankness stone again and lid presses closer lid; The tracheae that begins to rehearse is got rid of the air of permeability vessel bottom;
(3) saturated: close gas outlet, it is saturated to carry out sample with the head of varying head device; The gap of permeability vessel is a zero water level, regulates the height of water level of cistern, and the valve of opening the water inlet pipe in the varying head device makes water level communicate with the varying head pipe, and saturated head should guarantee not occur saturated destruction according to silt content; When the gap continuous effluent, illustrate that the silt sample is fully saturated, the high more saturation time of silt content is of a specified duration more;
(4) the impervious layer of simulation is set: close the valve of water inlet pipe, open top cover and take out upper dankness stone; After the needs of measuring according to silt anti-permeability strength are provided with the impervious layer of simulation, cover top cover again, when gap water outlet again, test; The impervious layer of described simulation is geotextile or ballast material;
(5) test: select initial hydraulic gradient, hydraulic gradient increment value and water percolating capacity according to the grain composition of silt, prophylactico-therapeutic measures etc.; Regulate the water level of cistern, treat varying head pipe stable level, the record head height; Close varying head pipe pipe clamp, when gap has water to overflow, start stopwatch immediately, survey the predetermined needed time of water percolating capacity of note; By water delivering orifice and transparent water receptacle, examine the water outlet situation, when beginning to beat, taken out of powder by water, reach critical hydraulic gradient J
Cr
Destroy hydraulic gradient J
F: continue to increase with head, water delivering orifice water outlet muddiness, the osmotic flow quantitative change is big, and head was increased to sample and lost anti-permeability strength this moment, the hydraulic gradient J that obtains according to formula (a)
FBe ratio of resistance seepage slope or anti-permeability strength;
In the formula (a), J is the hydraulic gradient of silt seepage flow; Δ h is the infiltration head difference, and varying head pipe fixed level is to gap height (cm) under every grade of hydraulic gradient; L is a permeation pathway, i.e. soil sample height (cm).
The utility model beneficial effect is:
With respect to prior art, the determinator that the utility model provides can be used for measuring the seepage deformation rule of development and the feature of silt under different geological conditions, grain composition, hydraulics and different prophylactico-therapeutic measuress, be in the index of critical conditions during silt generation seepage failure, for the prevention and control of silt foundation seepage failure provide reference.For the seepage deformation of silt, significant to the research of the critical hydraulic gradient of silt, silt anti-permeability strength.In addition, the utility model can realize that a plurality of samples analyze simultaneously, has reduced minute greatly, has improved work efficiency.
Description of drawings
Fig. 1 is the structural representation of single shell type silt anti-permeability strength determinator in the utility model;
Fig. 2 is the structure enlarged diagram of permeability vessel among Fig. 1;
Fig. 3 is the scheme of installation of many shell types silt anti-permeability strength determinator.
Reference numeral among the figure:
1 water level control apparatus, 2 varying head devices, 3 permeability vessels, 4 simulation layers, 5 silt samples, 6 transparent water receptacles, 7 pedestals; 10 cisterns, 11 water level gauges, 12 cranes, 13 outlet valves; 20 varying head pipes, 21 support plates, 22 T-valve, 23 feed pipes, 24 water inlet pipes, 25 pipe clamps, 26 fixed supports; 30 top covers, 31 gaps, 32 O-ring seals, 33 casings, 34 cutting rings (internal diameter 61.8mm, high 40mm), 35 gas outlets, 36 water inlets, 37 bases; The 40 impervious layers of simulation (putting permeable stone when soil sample is saturated), 41 simulation subjacent beds.
Embodiment
With reference to the accompanying drawings, below the utility model is described in detail.
Silt anti-permeability strength determinator in the utility model comprises that main body is the permeability vessel 3 of annular casing 33, a built-in cutting ring 34.Described permeability vessel 3 is located on the pedestal, and its top is the top cover 30 that is provided with gap 31, establishes O-ring seal 32 between cutting ring 34 and top cover 30 and the base 37.Permeability vessel 3 bottoms are the base 37 that is provided with gas outlet 35 and water inlet 36, and gap 31, gas outlet 35 and water inlet 36 are provided with valve respectively.Described water inlet 36 links to each other with water inlet pipe 24 with feed pipe 23 through T-valve 22, and feed pipe 23 is connected to water level control apparatus 1, and water inlet pipe 24 is connected to varying head device 2, establishes pipe clamp 25 on the water inlet pipe 24; Described water level control apparatus 1 is a cistern 10 that has water level gauge 11, and feed pipe 23 is communicated with the outlet valve 13 of cistern 10 bottoms, and cistern 10 is located on the crane 12.Described varying head device 2 comprises the varying head pipe 20 of band milliliter scale and the fixed support 26 of band millimeter rule, and varying head pipe 20 is fixed on the fixed support 26 by support plate 21, and water inlet pipe 24 is communicated with the bottom of varying head pipe 20.
In the utility model, the silt anti-permeability strength determinator can comprise two groups of above permeability vessels 3 and varying head device 2, each permeability vessel 3 all is connected to the varying head device 2 supporting with it by pipeline and T-valve 22, and is communicated with the outlet valve 13 of water level control apparatus 1.With a plurality of permeability vessels 3 and be unified into many covering devices, can carry out a plurality of silt sample seepage deformations tests (as shown in Figure 3).
Based on foregoing silt anti-permeability strength determinator, the silt anti-permeability strength assay method may further comprise the steps:
1, simulation subjacent bed 41 is set: the water inlet 36 of permeability vessel 3 bases 37 is communicated with water level control apparatus 1.Check permeability vessel 3, require to be sealed to water-tight air tight.According to the engineering actual conditions, on permeability vessel 3 bases, place simulation subjacent bed 41, simulation subjacent bed 41 is permeable stone or sand.
2, dress sample: the cutting ring 34 that the silt sample will the be housed permeability vessel 3 of packing into.Because silt structure sensitivity after the sample upper end adds the protection screen cloth, is put into upper dankness stone again and is covered to press closer and cover 30; The tracheae 35 that begins to rehearse is got rid of the air of permeability vessel 3 bottoms.
3, saturated: as to close gas outlet 35.It is saturated to carry out sample with the head of varying head device 2.The gap of permeability vessel 3 is a zero water level, regulates the height of water level of cistern 10, and water inlet pipe 24 valves of opening in the varying head device 2 make water level communicate with varying head pipe 20, and saturated head should guarantee not occur saturated breakoff phenomenon according to silt content.When gap 31 continuous effluent, illustrate that the silt sample is fully saturated, the high more saturation time of silt content is of a specified duration more.
4, the impervious layer 40 of simulation is set: close the valve of water inlet pipe 24, open top cover 30 and take out upper dankness stone.The needs of measuring according to silt anti-permeability strength are provided with the impervious layer 40 of simulation.Again cover top cover 30, when gap 31 water outlet again, can test.The impervious layer 40 of described simulation is geotextile or ballast material;
5, test: select initial hydraulic gradient, hydraulic gradient increment value and water percolating capacity according to the grain composition of silt, prophylactico-therapeutic measures etc.Regulate the water level of cistern, treat varying head pipe 20 stable levels, the record head height; Close varying head pipe 20 pipe clamps, when gap 31 has water to overflow, start stopwatch immediately, survey the predetermined needed time of water percolating capacity of note; And the water temperature and the room temperature of survey note water delivering orifice.If continuous water level and the water percolating capacity that records for 3 times is basicly stable, no abnormal again phenomenon can promote the next stage head step by step and destroy until soil sample.Can carry out next record after need stablizing about 10 minutes behind each rising head.Examine the muddy situation of water in gap 31 and the water receiving container 6.Fall near critical ratio, should reduce as one feels fit than falling increment value.Taken out of by water when powder begins to beat, reach critical hydraulic gradient J
Cr
7, destroy hydraulic gradient J
F: continue to increase with head, water delivering orifice water outlet muddiness, the osmotic flow quantitative change is big, and head is increased to sample and loses anti-permeability strength at this moment, at this moment hydraulic gradient J
FBe ratio of resistance seepage slope (anti-permeability strength).Open top cover 30, sop up top water, take silt and destroy form, be described with ear washing bulb.
8, hydraulic gradient computing formula:
In the formula (a), J is the hydraulic gradient of silt seepage flow; Δ h is the infiltration head difference, promptly under every grade of hydraulic gradient varying head pipe fixed level to gap height (cm); L is a permeation pathway, i.e. soil sample height (cm).
In addition, adopt secondary saturated, select initial hydraulic gradient and hydraulic gradient increment value according to the silt characteristic; According to actual engineering geological condition simulation subjacent bed 41 is set: can be with the permeable stone of different water permeabilitys to the cohesive soil subjacent bed, can be with the sand of close grating and packing to sandy soil; Impervious requirement is provided with the impervious layer 40 of simulation, the geotextile of available unlike material or ballast material according to engineering.
This device also can be measured the perviousness of silt when measuring anti-permeability strength.Utilize silt to reach critical hydraulic gradient J
CrBefore sample intact, under the limpid condition of water outlet, the head under the hydraulic gradients at different levels, water percolating capacity and time keeping can be tried to achieve the infiltration coefficient of silt, the permission difference range of the infiltration coefficient that different heads are measured down is not more than 2 * 10
-nCm/s.
At last, it is also to be noted that what more than enumerate only is specific embodiment of the utility model.Obviously, the utility model is not limited to above embodiment, and many implementation methods can also be arranged.All implementation methods that those of ordinary skill in the art can directly derive or associate from the disclosed content of the utility model all should be thought protection domain of the present utility model.
Claims (9)
1. a silt anti-permeability strength determinator comprises that main body is the permeability vessel of annular casing, and a built-in cutting ring is characterized in that the top of described permeability vessel is the top cover that is provided with gap, and its bottom is for being provided with the base of gas outlet and water inlet; Described water inlet links to each other with water inlet pipe with feed pipe through T-valve, and feed pipe is connected to water level control apparatus, and water inlet pipe is connected to the varying head device; Described water level control apparatus is a cistern that has water level gauge, and feed pipe is communicated with cistern bottom outlet valve; Described varying head device comprises the fixed support of varying head pipe and band rule, and water inlet pipe is communicated with varying head pipe bottom.
2. silt anti-permeability strength determinator according to claim 1 is characterized in that, establishes pipe clamp on the described water inlet pipe.
3. silt anti-permeability strength determinator according to claim 1 is characterized in that described gap, gas outlet and water inlet are provided with valve respectively.
4. silt anti-permeability strength determinator according to claim 1 is characterized in that described cistern is located on the crane.
5. silt anti-permeability strength determinator according to claim 1 is characterized in that described permeability vessel is located on the pedestal, and is furnished with the transparent water receptacle.
6. silt anti-permeability strength determinator according to claim 1 is characterized in that, establishes O-ring seal between described cutting ring and top cover and the base.
7. silt anti-permeability strength determinator according to claim 1 is characterized in that, the top and bottom of described cutting ring are provided with impervious layer of simulation and simulation subjacent bed respectively; The impervious layer of described simulation is geotextile or ballast material; Described simulation subjacent bed is permeable stone or sand.
8. silt anti-permeability strength determinator according to claim 1, it is characterized in that, comprise two groups of above permeability vessels and varying head device, each permeability vessel all is connected to the varying head device supporting with it by pipeline and T-valve, and is communicated with the outlet valve of same water level control apparatus.
9. silt anti-permeability strength determinator according to claim 8 is characterized in that, the top and bottom of described cutting ring are provided with impervious layer of simulation and simulation subjacent bed respectively; The impervious layer of described simulation is geotextile or ballast material; Described simulation subjacent bed is permeable stone or sand.
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| CN 201020112205 CN201666864U (en) | 2010-02-09 | 2010-02-09 | Silt seepage-resistance intensity determining device |
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| CN 201020112205 CN201666864U (en) | 2010-02-09 | 2010-02-09 | Silt seepage-resistance intensity determining device |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102445395A (en) * | 2011-10-10 | 2012-05-09 | 沈阳重型机械集团有限责任公司 | Residue soil improvement experimental device for shield method tunnel construction |
| CN104297132A (en) * | 2014-11-07 | 2015-01-21 | 李铮 | Test device for testing vertical permeability coefficient of multiple layers of geotechnical cloth |
| CN106153523A (en) * | 2016-08-26 | 2016-11-23 | 浙江省水利河口研究院 | Reading assay device is surveyed in geotechnique's variable head permeability test automatically |
| CN112595648A (en) * | 2020-12-14 | 2021-04-02 | 广东省水利水电科学研究院 | Device and method for detecting seepage failure ratio degradation quality of core sample of plastic concrete wall |
-
2010
- 2010-02-09 CN CN 201020112205 patent/CN201666864U/en not_active Expired - Lifetime
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102445395A (en) * | 2011-10-10 | 2012-05-09 | 沈阳重型机械集团有限责任公司 | Residue soil improvement experimental device for shield method tunnel construction |
| CN102445395B (en) * | 2011-10-10 | 2013-04-17 | 沈阳重型机械集团有限责任公司 | Residue soil improvement experimental device for shield method tunnel construction |
| CN104297132A (en) * | 2014-11-07 | 2015-01-21 | 李铮 | Test device for testing vertical permeability coefficient of multiple layers of geotechnical cloth |
| CN104297132B (en) * | 2014-11-07 | 2017-06-27 | 李铮 | A kind of experimental rig for testing multilayer geotextiles vertical permeability coefficient |
| CN106153523A (en) * | 2016-08-26 | 2016-11-23 | 浙江省水利河口研究院 | Reading assay device is surveyed in geotechnique's variable head permeability test automatically |
| CN106153523B (en) * | 2016-08-26 | 2020-05-12 | 浙江省水利河口研究院 | Automatic measuring and reading test device for geotechnical variable water head penetration test |
| CN112595648A (en) * | 2020-12-14 | 2021-04-02 | 广东省水利水电科学研究院 | Device and method for detecting seepage failure ratio degradation quality of core sample of plastic concrete wall |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
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Granted publication date: 20101208 |