CN102944467B - Method and device for testing static lateral pressure coefficient in soil body water saturation-drainage cycle - Google Patents
Method and device for testing static lateral pressure coefficient in soil body water saturation-drainage cycle Download PDFInfo
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- CN102944467B CN102944467B CN201210513417.9A CN201210513417A CN102944467B CN 102944467 B CN102944467 B CN 102944467B CN 201210513417 A CN201210513417 A CN 201210513417A CN 102944467 B CN102944467 B CN 102944467B
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Abstract
The invention aims at providing a method for simulating a soil body water saturation-drainage cycle process and researching a static lateral pressure coefficient under the action of the soil body water saturation-drainage cycle, namely, a method for testing the static lateral pressure coefficient in the soil body water saturation-drainage cycle. The method comprises the following steps of: 1) preparing a test sample required for testing the static lateral pressure coefficient; 2) saturating the test sample in the step 1); 3) draining; 4) saturating water; 5) repeating the steps 3) and 4) for a plurality of times; and 6) testing the static lateral pressure coefficient. The device for realizing the method mainly comprises an axial loading system, a soil pressure sensing system, a water pressure sensing system and a pressure chamber. During test, the test sample is arranged on a pot clay panel and an annular porous stone, a test sample loading plate is arranged on the test sample, and a force transmission device of the axial loading system penetrates through a top cover and is contacted with the test sample loading plate.
Description
Technical field
The present invention relates to the test of soil body basic mechanical characteristic, specifically a kind of soil body circulating through satiety water-drainage at laboratory condition Imitating, and the described soil body is carried out to the test of Stationary side pressure coefficient.
Background technology
The Stationary side pressure coefficient of the soil body is the key parameter that calculates earth pressure at rest, research soil and structural interaction, and it refers to that the soil body is at the ratio with vertical effective stress without the lower side direction effective stress of lateral deformation condition (being side limit condition).Stationary side pressure coefficient can reflect that level that foundation soil body causes under its deadweight and upper load effect is to stress intensity, can be used for calculating the stability etc. that the soil body acts on the earth pressure at rest size on Retaining Structures and distributes, evaluates soil-baffling structure, be widely used among the designing and calculating of all kinds of soil-baffling structures in hydraulic engineering, civil engineering work, traffic engineering etc.Definite method of Stationary side pressure coefficient has experimental test method, theoretical calculation and experimental formula method etc., and wherein the result of experimental test method is the most reliable.In " earthwork test rule " (SL237-1999), introduce shop experiment and measured the method for Stationary side pressure coefficient: after will testing and prepare with cutting ring, to pack in frame saturator with the cutting ring of sample, the vacuum saturation method specifying according to " earthwork test rule " carries out saturated to sample, saturation degree requires to reach more than 95%.On the inwall of test container, be coated with skim silicone oil, then sample pushed from cutting ring in side pressure appearance device, put porous disc, guard collar, pressure transmission plate, steel ball, container is placed in to increased pressure frame center, apply 1kPa precompression, installation shaft is to displacement meter, and is adjusted to zero-bit.Open the valve that connects wall pressure measuring equipment, leveling electric measuring instrument, in survey note compression chamber, water pressure is the pressure sensor readings R of 1 o'clock
0.Pressing force grade applies after every grade of axle pressure, and leveling electric measuring instrument is at any time surveyed and remembered that not meter reading R and axial deformation are in the same time until stabilization.After off-test, take out sample and weigh and measure water percentage.Calculate and obtain lateral pressure according to formula, taking axial effective stress as horizontal ordinate, effectively wall pressure is ordinate, draws relation curve, and gained slope is earth pressure at rest coefficient.
After large reservoir impounding and operation, reservoir level is periodic rising, decline variation with reservoir operation, and the luffing of reservoir level is very large.For example Three Gorges Reservoir, by its operation plan, after normal retaining, before dam, reservoir level changes every year between 175m-145m, and the maximum luffing of reservoir level reaches 30m.Periodicity at reservoir level rises, declines in variation, and storehouse bank underground water table and barrage earth and rockfill dam saturation are also periodic rising, declining changes, and luffing is often also very large.The periodicity of reservoir level and underground water table rises, declining changes, and must make the storehouse bank soil body in its variation range and barrage earth and rockfill dam soil body water-drainage ringing that stands periodically to satisfy.Under full water-drainage ringing, the Stationary side pressure coefficient of the soil body may change, this may cause that the soil pressure acting on littoral Retaining Structures and hubbing structure thing changes, and then may affect the safety and stablization of structure, therefore, be necessary the earth pressure at rest index variation feature under full water-drainage ringing to study.What deserves to be explained is, in " full water " and prior art, alleged " humidifying " is all to make the soil body change state of saturation into by unsaturated state here, but both are different." full water " is after Drawdown of Reservoir Water Level, again to make in uphill process the soil body become the process of state of saturation from unsaturated state.Before " full water " occurs, although the soil body has been discharged in unsaturated state because of gravity water, in the soil body, still there is a large amount of capillary waters, in conjunction with water etc., water percentage is conventionally higher.And before " humidifying " occur, the soil body does not experience because of reservoir level and the underground water table process being changed to state of saturation by unsaturated state causing that rises, the soil body is conventionally in even drying regime of partial desiccation state, and water percentage is conventionally lower.
Under laboratory condition, study the Stationary side pressure coefficient variation characteristic of the soil body under full water-drainage cycling condition, full water-drainage cycling condition of simulated reservoir bank and dam soil body experience as far as possible truly, but in order to save test period, test last and can not be very long.It is fixed that traditional experiment method and system thereof are that the soil body carries out under state of saturation, cannot, to sample water-drainage ringing of satisfying, therefore cannot be used for studying the affect problem of full water-drainage ringing on Stationary side pressure coefficient.In addition, need first sample in cutting ring to be carried out saturated in traditional experiment, then saturated sample is pushed in side pressure appearance device from cutting ring, this method of operating is larger to the disturbance of soil sample.
Summary of the invention
The object of this invention is to provide the full water-drainage cyclic process of a kind of simulation soil body, and study the method for Stationary side pressure coefficient under the full water-drainage ringing of the soil body.
Be such for realizing the technical scheme that the object of the invention adopts, a kind of soil body water-drainage circulation Stationary side pressure coefficient method of testing of satisfying, comprises the following steps:
1) prepare Stationary side pressure coefficient and test needed sample;
2) make the sample in step 1) saturated;
3) drainage: apply the gas with pressure to the top of sample; Described gas slowly permeates to the bottom of sample from the top of sample, to drive the gravity water of sample inside to permeate from top to bottom and to discharge from sample bottom; In the process of this step, only air inlet, the not exhaust of sample top, do not intake, not draining, the only draining of sample bottom, do not intake, not air inlet, not exhaust;
4) full water: apply the air free water with pressure to sample from the bottom of sample, or apply the air free water with pressure to sample from bottom and the top of sample simultaneously; In the process that described air free water permeates in sample, the gas of sample inside is discharged from sample top; In the process of this step, the exhaust of sample top, not draining, not air inlet, sample top water inlet or do not intake, sample bottom only intakes, not draining, not air inlet, not exhaust;
5) repeating step 3), 4) several times;
6) carry out the test of Stationary side pressure coefficient.
Another object of the present invention is open a kind of device of realizing the full water-drainage circulation Stationary side pressure coefficient method of testing of the above-mentioned soil body.
Be the full water-drainage circulation Stationary side pressure coefficient proving installation of a kind of soil body, mainly comprise axial loading system, soil pressure sensing system, water pressure sensor-based system and pressure chamber.Described pressure chamber comprises pressure chamber's cylinder, top cover and base, and the inside of described top cover and base is all provided with some piping systems, and described pressure chamber cylinder, top cover and the base place of combining have impermeability.Pottery clay plates and annular permeable stone are laid in the top of described base, and the piping system of described base inside comprises permeable stone bottom side inlet and outlet system, pottery clay plates bottom side inlet and outlet system and pottery clay plates atmospheric pressure controlling and regulating system.The piping system of described top cover inside comprises top, pressure chamber turnover gas system and top, pressure chamber water inlet system.When test, sample is placed on described pottery clay plates and annular permeable stone, lays sample load plate on described sample, and the load transfer device of described axial loading system contacts with sample load plate through after described top cover.
What deserves to be explained is, traditional lateral pressure instrument (referring to the test of SL237-028-1999 Stationary side pressure coefficient) is by after saturated the soil body of producing by cutting ring, pushes in instrument and tests.And in technical scheme disclosed in this invention, can be first by soil body embedding device, then pass into air free water and the soil body is carried out saturated, the disturbance to the soil body avoided.Further, the present invention has also overcome classic method and has installed the shortcoming that can not simulate the circulation of the soil body full water-drainage.In order to realize drainage, the present invention has taked to pass at sample top the scheme of gas, its objective is and makes saturated or full water sample pass through bottom discharge under the effect of gas.Correspondingly, to the sample bottom after drainage or to bottom and top perfusion air free water, simultaneously from the exhaust of sample top, realized full water.
Brief description of the drawings
The indefiniteness embodiment that device of the present invention can provide by accompanying drawing further illustrates.
Fig. 1 is the structural representation of device of the present invention;
Fig. 2 is the structural representation of pressure chamber's part in device of the present invention;
Fig. 3 is the cut-open view of base portion;
Fig. 4 is the vertical view of base portion.
In figure: the axial loading system of 1-, 2-pressure chamber, 5-top cover, top, 6-pressure chamber turnover gas system, 7-pressure chamber top water inlet system, 8-pressure chamber cylinder, 9-sample load plate, 10-sample top permeable stone, 11-soil pressure sensing system, 12-water pressure sensor-based system, 13-pottery clay plates, 14-annular permeable stone, 15-permeable stone bottom side inlet and outlet system, 16-pottery clay plates atmospheric pressure controlling and regulating system, 17-pottery clay plates bottom side inlet and outlet system, 18-base, 19-sample, 21-isolation strip.
Embodiment
Below in conjunction with drawings and Examples, the invention will be further described, only limits to following embodiment but should not be construed the above-mentioned subject area of the present invention.Without departing from the idea case in the present invention described above, according to ordinary skill knowledge and customary means, make various replacements and change, all should be included in the scope of the present invention.
Full water-drainage circulation Stationary side pressure coefficient the method for testing of a kind of soil body, comprises the following steps:
1) prepare Stationary side pressure coefficient and test needed sample;
2) make the sample in step 1) saturated;
3) drainage: apply the gas with pressure to the top of sample; Described gas slowly permeates to the bottom of sample from the top of sample, to drive the gravity water of sample inside to permeate from top to bottom and to discharge from sample bottom; In the process of this step, only air inlet, the not exhaust of sample top, do not intake, not draining, the only draining of sample bottom, do not intake, not air inlet, not exhaust;
4) full water: apply the air free water with pressure to sample from the bottom of sample, or apply the air free water with pressure to sample from bottom and the top of sample simultaneously; In the process that described air free water permeates in sample, the gas of sample inside is discharged from sample top; In the process of this step, the exhaust of sample top, not draining, not air inlet, sample top water inlet or do not intake, sample bottom only intakes, not draining, not air inlet, not exhaust;
5) repeating step 3), 4) several times;
6) carry out the test of Stationary side pressure coefficient.
Embodiments of the invention disclose a kind of for realizing the full water-drainage circulation Stationary side pressure coefficient proving installation of the soil body of said method, mainly comprise axial loading system 1, soil pressure sensing system 11, water pressure sensor-based system 12 and pressure chamber 2.Described pressure chamber 2 comprises pressure chamber's cylinder 8, top cover 5 and base 18, and the inside of described top cover 5 and base 18 is all provided with some piping systems, and described pressure chamber cylinder 8, top cover 5 and base 18 places of combining have impermeability.Pottery clay plates 13 and annular permeable stone 14 are laid in the top of described base 18, and the piping system of described base 18 inside comprises permeable stone bottom side inlet and outlet system 15, pottery clay plates bottom side inlet and outlet system 17 and pottery clay plates atmospheric pressure controlling and regulating system 16.The piping system of described top cover 5 inside comprises top, pressure chamber turnover gas system 6 and top, pressure chamber water inlet system 7.When test, sample 19 is placed on described pottery clay plates 13 and annular permeable stone 14, on described sample 19, lays sample load plate 9, and the load transfer device of described axial loading system 1 contacts with sample load plate 9 through described top cover 5 is rear.
Device disclosed in this invention still belongs to Stationary side pressure coefficient test macro category, general structure comprised with the test of traditional earth pressure at rest in the entire infrastructure of side pressure instrument used.In the time not satisfying water-drainage ringing, device disclosed in this invention can be used for conventional earth pressure at rest coefficient testing experiment.But in the time satisfying water-drainage ringing, they are different from traditional Stationary side pressure coefficient test macro, can full automatic realization carry out the full water-drainage cyclic process of several times to sample, and then carry out the test of Stationary side pressure coefficient.In device, comprised traditional frame, mechanical meaurement device, computer control and data acquisition system (DAS) etc., axially loading system 1 comprises reaction frame, axially dynamometry and the displacement transducer in legacy equipment, axial counter-force transmission rod etc.Pressure chamber 2 is controlled hermetic type pressure chamber, installs after sample 19, can come controlled pressure chamber 2 and extraneous water, gas discharge input and output by opening or closing the valve of each piping system.
In embodiment, between described sample load plate 9 and sample 19, there is sample top permeable stone 10.In process of the test, placed before this sample 19, then on sample 19, placed sample top permeable stone 10, then on sample top permeable stone 10, placed sample load plate 9, top cover 5 and axial loading system 1 were finally installed.As figure, axially the parts of loading system 1 enter in pressure chamber 2, need to install seal additional in junction, have impermeability with 2 inside, pressure chamber after ensureing to close all valves.
In embodiment, described soil pressure sensing system 11 and water pressure sensor-based system 12 are arranged on pressure chamber's cylinder 8 surroundings.Should be noted that, described soil pressure sensing system 11 is identical with the structure in traditional experiment with water pressure sensor-based system 12.In the process of the water of satisfying-drainage circulation, soil pressure sensing system 11 and water pressure sensor-based system 12 all do not participate in work.After the circulation of full water-drainage, the same traditional experiment of working method of soil pressure sensing system 11 and water pressure sensor-based system 12.
Further, described pottery clay plates 13 is discoid, and described annular permeable stone 14 is around pottery clay plates 13, is both waterproof also air-locked isolation strip 21 between described pottery clay plates 13 and annular permeable stone 14.Annular permeable stone 14 and/or the side of pottery clay plates 13 and the junction of base 18 should be airtight.The piping system of described base 18 inside includes the valvular pipeline of some tools, comes controlled pressure chamber be communicated with extraneous aqueous vapor by the switching of valve.As its name suggests, the outlet of described permeable stone bottom side inlet and outlet system 15 in pressure chamber 2 is below annular permeable stone 14; Pottery clay plates bottom side inlet and outlet system 17 and the outlet of pottery clay plates atmospheric pressure controlling and regulating system 16 in pressure chamber 2 are below pottery clay plates 13.13 of pottery clay plates are permeable airtight, the not only permeable but also ventilative character of annular permeable stone 14 on the impact of test effect referring to the hereinafter description to the device course of work.
Further, after load plate 9, contact with described sample top permeable stone 10 described in the duct penetration of described pressure chamber top water inlet system 7.Make the water injecting in top, pressure chamber water inlet system 7 directly immerse sample 19.The sample 19 of this device does not need to carry out in advance operated in saturation before charging apparatus.Can, after sample charging apparatus, supply water to sample 19 by the inlet and outlet system of top and/or bottom, and by the exhaust system exhaust at top, make it saturated.Avoid the disturbance to sample 19 in the time of the outside operated in saturation of device.
In device, install saturated sample 19 or sample 19 satisfied after water, the method of operating of its drainage process is: the air intake valve of opening top, pressure chamber turnover gas system 6, pass into pressed gas to pressure chamber, gas is slowly permeated to the bottom of sample by sample from the top of sample 19.Meanwhile, open the water discharging valve of pottery clay plates bottom side inlet and outlet system 17, the gravity water that makes sample inside is infiltration from top to bottom under the promotion of pressed gas, and discharges from the water discharging valve of the pottery clay plates bottom side inlet and outlet system 17 that is connected with disc pottery clay plates 13; Meanwhile, in order to accelerate " drainage " process, open the water discharging valve of permeable stone bottom side, bottom, pressure chamber inlet and outlet system 15, the gravity water that makes sample inside under the promotion of pressed gas simultaneously the water discharging valve from the permeable stone bottom side inlet and outlet system 15 that is connected with annular permeable stone 14 discharge, but the water discharging valve of bottom, pressure chamber permeable stone inlet and outlet system 15 need be closed before " drainage " process completes, and close before closing prior to the water discharging valve of pottery clay plates bottom side, bottom, pressure chamber inlet and outlet system 17.In addition, once find the water discharging valve exhaust of permeable stone bottom side, bottom, pressure chamber inlet and outlet system 15, at once close this valve.Reason is if do not close the valve of permeable stone bottom side inlet and outlet system 15, this valve meeting one direct exhaust, and moisture does not but go out because not having enough driving forces to remain in the interior row of sample 19.Close after the water discharging valve of permeable stone bottom side inlet and outlet system 15, because pottery clay plates 13 is airtight, the moisture in sample 19 can be under air pressure drives be discharged the valve of pottery clay plates bottom side inlet and outlet system 17 below pottery clay plates 13, reaches good drainage effect.
The method of operating of the full water process of sample: open the inlet valve of pottery clay plates bottom side, bottom, pressure chamber inlet and outlet system 17, and start pottery clay plates bottom side inlet and outlet system 17, pass into the air free water with pressure from sample 19 bottoms.Meanwhile, can open the inlet valve of permeable stone bottom side, bottom, pressure chamber inlet and outlet system 15, pass into the air free water with pressure from sample 19 bottoms equally.In order to accelerate " full water " process, can also open the inlet valve of top, pressure chamber water inlet system 7, pass into the air free water with pressure from sample top.Certainly, opening in the process that passes into air free water, the drain tap of top, pressure chamber turnover gas system 6 need to be opened.Air free water from the bottom of sample and/or top to sample 19 internal penetrations, the gas of sample 19 inside is along with the infiltration of air free water is discharged gradually from the drain tap of top, pressure chamber turnover gas system 6.
Complete after the circulation of several times full water-drainage, the total wall pressure test of sample and the test of sample pore water pressure are comparatively simple, and basic operation is with traditional sample.Generally 3 soil pressure sensor systems 11 are equidistantly installed on pressure chamber's cylinder 8 to total wall pressure of test sample simultaneously in test.3 measured total wall pressure mean values of soil pressure sensing system are the total wall pressure of sample; The form of soil pressure sensor system 11 on pressure chamber's cylinder 8 internal faces is arc surface circle, and the diameter of arc surface circle is greater than 1.5～2.0 times of the largest particles particle diameter in sample, to avoid because of the excessive impact on test result of sample the largest particles particle diameter.Similar to soil pressure sensing system 11.Generally 3 water pressure sensor-based systems 12 are also equidistantly installed on pressure chamber's cylinder 8, the pore water pressure of test sample simultaneously in test, 3 measured pore water pressure mean values of pore water pressure sensor-based system are sample pore water pressure.The form of pore water pressure sensor system 12 on pressure chamber's cylinder 8 internal faces is also arc surface circle; For avoiding sample fine particle obstruction pore water pressure sensor in test to affect test result, the induction end of the pore water pressure sensor in water pressure sensor-based system 12 is not just to sample.
Claims (5)
1. the full water-drainage circulation Stationary side pressure coefficient method of testing of the soil body, it is characterized in that: the device of employing mainly comprises axial loading system (1), soil pressure sensing system (11), water pressure sensor-based system (12) and pressure chamber (2), described pressure chamber (2) comprises pressure chamber's cylinder (8), top cover (5) and base (18), the inside of described top cover (5) and base (18) is all provided with some piping systems, and described pressure chamber cylinder (8), top cover (5) and base (18) place of combining have impermeability;
Pottery clay plates (13) and annular permeable stone (14) are laid in the top of described base (18), and the inner piping system of described base (18) comprises permeable stone bottom side inlet and outlet system (15), pottery clay plates bottom side inlet and outlet system (17) and pottery clay plates atmospheric pressure controlling and regulating system (16);
The inner piping system of described top cover (5) comprises top, pressure chamber turnover gas system (6) and top, pressure chamber water inlet system (7);
When test, sample (19) is placed on described pottery clay plates (13) and annular permeable stone (14), on described sample (19), lay sample load plate (9), the load transfer device of described axial loading system (1) contacts with sample load plate (9) through after described top cover (5);
Comprise the following steps:
1) prepare Stationary side pressure coefficient and test needed sample;
2) make the sample in step 1) saturated;
3) drainage: apply the gas with pressure to the top of sample; Described gas slowly permeates to the bottom of sample from the top of sample, to drive the gravity water of sample inside to permeate from top to bottom and to discharge from sample bottom; In the process of this step, only air inlet, the not exhaust of sample top, do not intake, not draining, the only draining of sample bottom, do not intake, not air inlet, not exhaust;
4) full water: apply the air free water with pressure to sample from the bottom of sample, or apply the air free water with pressure to sample from bottom and the top of sample simultaneously; In the process that described air free water permeates in sample, the gas of sample inside is discharged from sample top; In the process of this step, the exhaust of sample top, not draining, not air inlet, sample top water inlet or do not intake, sample bottom only intakes, not draining, not air inlet, not exhaust;
5) repeating step 3), 4) several times;
6) carry out the test of Stationary side pressure coefficient.
2. one kind for realizing the full water-drainage circulation Stationary side pressure coefficient proving installation of the soil body of method described in claim 1, it is characterized in that: mainly comprise axial loading system (1), soil pressure sensing system (11), water pressure sensor-based system (12) and pressure chamber (2), described pressure chamber (2) comprises pressure chamber's cylinder (8), top cover (5) and base (18), the inside of described top cover (5) and base (18) is all provided with some piping systems, and described pressure chamber cylinder (8), top cover (5) and base (18) place of combining have impermeability;
Pottery clay plates (13) and annular permeable stone (14) are laid in the top of described base (18), and the inner piping system of described base (18) comprises permeable stone bottom side inlet and outlet system (15), pottery clay plates bottom side inlet and outlet system (17) and pottery clay plates atmospheric pressure controlling and regulating system (16);
The inner piping system of described top cover (5) comprises top, pressure chamber turnover gas system (6) and top, pressure chamber water inlet system (7);
When test, sample (19) is placed on described pottery clay plates (13) and annular permeable stone (14), on described sample (19), lay sample load plate (9), the load transfer device of described axial loading system (1) contacts with sample load plate (9) through after described top cover (5);
Between described sample load plate (9) and sample (19), there is sample top permeable stone (10).
3. the full water-drainage circulation Stationary side pressure coefficient proving installation of the soil body according to claim 2, is characterized in that: described soil pressure sensing system (11) and water pressure sensor-based system (12) are arranged on pressure chamber's cylinder (8) surrounding.
4. the full water-drainage circulation Stationary side pressure coefficient proving installation of the soil body according to claim 2, it is characterized in that: described pottery clay plates (13) is for discoid, described annular permeable stone (14) is around pottery clay plates (13), is both waterproof also air-locked isolation strip (21) between described pottery clay plates (13) and annular permeable stone (14).
5. the full water-drainage circulation Stationary side pressure coefficient proving installation of the soil body according to claim 2, it is characterized in that: described in the duct penetration of described pressure chamber top water inlet system (7), after load plate (9), contact with described sample top permeable stone (10).
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| CN103308394B (en) * | 2013-06-14 | 2016-03-23 | 东南大学 | Static lateral pressure coefficient determinator and method |
| CN103383389A (en) * | 2013-06-26 | 2013-11-06 | 北京林业大学 | Airtight measuring chamber for BaPS soil nitrogen cycle monitoring system and application method thereof |
| CN104597227B (en) * | 2014-12-04 | 2016-03-09 | 浙江大学 | The proving installation of the two air-entry value soil-water characteristic curve of coarse-grained soil |
| CN105928795B (en) * | 2016-06-15 | 2018-11-20 | 黑龙江科技大学 | Measure the crushing resistance and compression modulus device and method of granular media |
| CN106226162B (en) * | 2016-07-15 | 2019-02-12 | 河海大学 | A kind of improved soil static lateral pressure coefficient analyzer |
| CN114113543A (en) * | 2021-11-26 | 2022-03-01 | 临沂会宝岭铁矿有限公司 | Test device and test method for measuring lateral pressure coefficient of tailing filling body |
| CN114323373B (en) * | 2021-12-06 | 2023-11-24 | 南方科技大学 | Sensor for measuring vertical and lateral effective stress of saturated soil |
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| CN1699997A (en) * | 2005-06-16 | 2005-11-23 | 长安大学 | Soil one-dimensional consolidation, penetration and stress looseness comprehensive test apparatus and method of use thereof |
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