CN102944467A - 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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- CN102944467A CN102944467A CN2012105134179A CN201210513417A CN102944467A CN 102944467 A CN102944467 A CN 102944467A CN 2012105134179 A CN2012105134179 A CN 2012105134179A CN 201210513417 A CN201210513417 A CN 201210513417A CN 102944467 A CN102944467 A CN 102944467A
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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 at the soil body of laboratory condition Imitating through satiety water-drainage circulation, and the described soil body is carried out the Stationary side pressure coefficient test.
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 without the ratio of the lower side direction effective stress of lateral deformation condition (being the lateral confinement condition) with vertical effective stress.The Stationary side pressure coefficient can reflect that level that foundation soil body causes is to stress intensity under its deadweight and upper load effect, can be used for calculating the soil body and act on the earth pressure at rest size on the Retaining Structures and distribute, estimate the stability of soil-baffling structure etc., be widely used among the designing and calculating of all kinds of soil-baffling structures in hydraulic engineering, civil engineering work, the 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), introduced the method for shop experiment mensuration Stationary side pressure coefficient: after will testing preparation with cutting ring, to pack in the frame saturator with the cutting ring of sample, according to the vacuum saturation method of " earthwork test rule " regulation sample is carried out saturatedly, saturation degree requires to reach more than 95%.Inwall at test container is coated with skim silicone oil, then sample is pushed from cutting ring in the side pressure appearance device, puts porous disc, guard collar, pressure transmission plate, steel ball, container is placed the increased pressure frame center, apply the 1kPa precompression, installation shaft is to displacement meter, and transfers to zero-bit.Open the valve that connects the wall pressure measuring equipment, the leveling electric measuring instrument is surveyed the pressure sensor readings R when water pressure is zero in the note compression chamber
0After the pressing force grade applied every grade of axle pressure, the leveling electric measuring instrument was surveyed the different constantly meter reading R of note and axial deformation until till the stabilization at any time.After the off-test, the taking-up sample is weighed and is measured water percentage.Calculate the acquisition lateral pressure according to formula, take axial effective stress as horizontal ordinate, effectively wall pressure is ordinate, draws relation curve, and the gained slope is the earth pressure at rest coefficient.
Behind the large reservoir impounding and operation, reservoir level is periodic rising, decline variation with reservoir operation, and the luffing of reservoir level is very large.Three Gorges Reservoir for example, by its operation plan, after the normal retaining before the dam reservoir level between 175m-145m, change every year, reservoir level maximum luffing reaches 30m.In the periodicity rising of reservoir level, the variation that descends, storehouse bank underground water table and barrage earth and rockfill dam saturation also are periodic rising, descending changes, and luffing is often also very large.The periodicity of reservoir level and underground water table rises, descending changes, inevitable so that the storehouse bank soil body in its variation range and the barrage earth and rockfill dam soil body stand periodically to satisfy water-drainage ringing.Under full water-drainage ringing, the Stationary side pressure coefficient of the soil body may change, this may cause that the soil pressure that acts on littoral Retaining Structures and the 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 is studied.What deserves to be explained is, alleged " humidifying " all is to make the soil body change state of saturation into by unsaturated state in " full water " and the prior art here, but both are different." full water " is again to make the soil body be become the process of state of saturation by unsaturated state in the uphill process behind the Drawdown of Reservoir Water Level." full water " is in unsaturated state although the soil body has been discharged because of gravity water before occuring, and still has a large amount of capillary waters in the soil body, in conjunction with water etc., and water percentage is usually higher.And before " humidifying " occured, the soil body did not experience the process that is changed to state of saturation by unsaturated state that rises and cause because of reservoir level and underground water table, and the soil body is in partial desiccation state even drying regime usually, and water percentage is usually lower.
The Stationary side pressure coefficient variation characteristic of the research soil body under full water-drainage cycling condition under laboratory condition, need the as far as possible truly full water of simulated reservoir bank and dam soil body experience-drainage cycling condition, but in order to save test period, test last and can not be very long.Traditional experiment method and system thereof are that the soil body carries out under state of saturation fixed, can't to the sample water-drainage ringing of satisfying, therefore can't be used for the full water of research-drainage ringing to the problem that affects of Stationary side pressure coefficient.In addition, need to carry out sample in the cutting ring first saturated in the traditional experiment, saturated sample is pushed in the side pressure appearance device from cutting ring again, this method of operating is larger to the disturbance of soil sample.
Summary of the invention
The purpose of this invention is to provide the full water of a kind of simulation soil body-drainage cyclic process, and study the method for Stationary side pressure coefficient under the full water of the soil body-drainage ringing.
For realizing that the technical scheme that the object of the invention adopts is such, a kind of soil body water-drainage circulation Stationary side pressure coefficient method of testing of satisfying may further comprise the steps:
1) preparation Stationary side pressure coefficient is tested needed sample;
2) make the sample in the step 1) saturated;
3) drainage: the top to sample applies the gas with pressure; Described gas, permeates from top to bottom and discharges from the sample bottom with the gravity water that drives sample inside slowly to the bottom infiltration of sample from the top of sample; 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; Described air free water is in the process of sample inner penetration, and the gas of sample inside is discharged from the 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, the 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 to disclose a kind of satisfy device of water-drainage circulation Stationary side pressure coefficient method of testing of the above-mentioned soil body of realizing.
Be the full water of a kind of soil body-drainage circulation Stationary side pressure coefficient proving installation, 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 all is equipped 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.During test, sample is placed on described pottery clay plates and the annular permeable stone, lays the sample load plate on the described sample, and the load transfer device of described axial loading system contacts with the sample load plate after passing described top cover.
What deserves to be explained is, traditional lateral pressure instrument (referring to SL237-028-1999 Stationary side pressure coefficient test) be the soil body that will produce by cutting ring saturated after, push in the instrument and test.And in the technical scheme disclosed in this invention, can be first with in the soil body embedding device, pass into again air free water and the soil body is carried out saturated, avoid the disturbance to the soil body.Further, the present invention has also overcome classic method and has installed the shortcoming that can not simulate the full water of the soil body-drainage circulation.In order to realize drainage, the present invention has taked to pass at the sample top scheme of gas, its objective is so that saturated or full water sample passes through bottom discharge under the effect of gas.Correspondingly, full water simultaneously from the exhaust of sample top, has namely been realized in the sample bottom behind the drainage or to bottom and top perfusion air free water.
Description of drawings
Device of the present invention can further specify by the indefiniteness embodiment that accompanying drawing provides.
Fig. 1 is the structural representation of device of the present invention;
Fig. 2 is the structural representation of pressure chamber's part in the device of the present invention;
Fig. 3 is the cut-open view of base portion;
Fig. 4 is the vertical view of base portion.
Among the 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, the 18-base, 19-sample, 21-isolation strip.
Embodiment
The invention will be further described below in conjunction with drawings and Examples, only limits to following embodiment but should not be construed the above-mentioned subject area of the present invention.In the situation that do not break away from the above-mentioned technological thought of the present invention, according to ordinary skill knowledge and customary means, make various replacements and change, all should be included in the scope of the present invention.
A kind of soil body water-drainage circulation Stationary side pressure coefficient method of testing of satisfying may further comprise the steps:
1) preparation Stationary side pressure coefficient is tested needed sample;
2) make the sample in the step 1) saturated;
3) drainage: the top to sample applies the gas with pressure; Described gas, permeates from top to bottom and discharges from the sample bottom with the gravity water that drives sample inside slowly to the bottom infiltration of sample from the top of sample; 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; Described air free water is in the process of sample inner penetration, and the gas of sample inside is discharged from the 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, the 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 the full water of a kind of soil body for realizing said method-drainage circulation Stationary side pressure coefficient proving installation, 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 all is equipped 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.During test, sample 19 is placed on described pottery clay plates 13 and the annular permeable stone 14, lays sample load plate 9 on the described sample 19, and the load transfer device of described axial loading system 1 contacts with sample load plate 9 after passing described top cover 5.
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 used side pressure instrument.When the water of not satisfying-drainage ringing, device disclosed in this invention can be used for conventional earth pressure at rest coefficient testing experiment.But when the water of satisfying-drainage ringing, they are different from traditional Stationary side pressure coefficient test macro, can full automatic realization carry out the full water of several times-drainage cyclic process to sample, and then carry out the test of Stationary side pressure coefficient.In the device, comprised traditional frame, mechanical meaurement device, computer control and data acquisition system (DAS) etc., axially loading system 1 comprises the reaction frame in the legacy equipment, axial dynamometry and displacement transducer, axial counter-force transmission rod etc.Pressure chamber 2 is controlled hermetic type pressure chamber, install sample 19 after, can come by the valve that opens or closes each piping system controlled pressure chamber 2 and extraneous water, gas discharging input and output.
Among the embodiment, has sample top permeable stone 10 between described sample load plate 9 and the sample 19.In the process of the test, placed before this sample 19, placed sample top permeable stone 10 at sample 19 again, then placed sample load plate 9 at sample top permeable stone 10, top cover 5 and axial loading system 1 were installed at last.Such as figure, axially the parts of loading system 1 enter in the pressure chamber 2, need to install seal additional in the junction, have impermeability with 2 inside, pressure chamber after guaranteeing to close all valves.
Among the embodiment, described soil pressure sensing system 11 and water pressure sensor-based system 12 are installed in around pressure chamber's cylinder 8.What should be noted that is, described soil pressure sensing system 11 and water pressure sensor-based system 12 are identical with structure in the traditional experiment.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 full water-drainage circulation, the working method of soil pressure sensing system 11 and water pressure sensor-based system 12 is with the tradition test.
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 the annular permeable stone 14.The side of annular permeable stone 14 and/or 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, and the switching by valve comes the controlled pressure chamber to be communicated with extraneous aqueous vapor.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, annular permeable stone 14 not only permeable but also ventilative character on the impact of test effect referring to hereinafter to the description of the device course of work.
Further, after the described load plate 9 of the duct penetration of described pressure chamber top water inlet system 7, contact with described sample top permeable stone 10.So that the water that injects in top, the pressure chamber water inlet system 7 directly immerses sample 19.The sample 19 of this device does not need to carry out in advance operated in saturation before charging apparatus.Namely can be behind the sample charging apparatus, the inlet and outlet system by top and/or bottom supplies water to sample 19, and the exhaust system exhaust by the top, makes it saturated.Avoided in device disturbance to sample 19 during outside operated in saturation.
In device, install saturated sample 19 or to behind the full water of sample 19, 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 the pressure chamber, gas is slowly permeated to the bottom of sample by sample from the top of sample 19.Simultaneously, 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 from the water discharging valve discharge of the pottery clay plates bottom side inlet and outlet system 17 that links to each other 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 links to each other with annular permeable stone 14 discharge, but the water discharging valve of pressure chamber bottom permeable stone inlet and outlet system 15 needs close before " drainage " process is finished, and closes before closing prior to the water discharging valve of pottery clay plates bottom side, bottom, pressure chamber inlet and outlet system 17.In addition, in case 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 there being enough driving forces to remain in sample 19 interior rows.After closing the water discharging valve of permeable stone bottom side inlet and outlet system 15, because pottery clay plates 13 is airtight, the moisture in the sample 19 can be under air pressure drives be discharged the valve of the pottery clay plates bottom side inlet and outlet system 17 below pottery clay plates 13, reaches preferably 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.Simultaneously, 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 the sample top.Certainly, in opening 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 the top to sample 19 internal penetrations, the gas of sample 19 inside is along with the infiltration of air free water is discharged from the drain tap of top, pressure chamber turnover gas system 6 gradually.
After finishing the full water of several times-drainage circulation, 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 equidistantly are installed on pressure chamber's cylinder 8 total wall pressure of test sample simultaneously in the 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 that arc surface is circular, and the diameter of arc surface circle is greater than 1.5～2.0 times of the largest particles particle diameter in the 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 also equidistantly are installed on pressure chamber's cylinder 8, the pore water pressure of test sample simultaneously in the test, 3 measured pore water pressure mean values of pore water pressure sensor-based system are the sample pore water pressure.The form of pore water pressure sensor system 12 on pressure chamber's cylinder 8 internal faces also is that arc surface is circular; Sample fine particle obstruction pore water pressure sensor affects test result in the test in order to avoid, and the induction end of the pore water pressure sensor in the water pressure sensor-based system 12 is not over against sample.
Claims (6)
1. the full water of the soil body-drainage circulation Stationary side pressure coefficient method of testing is characterized in that, may further comprise the steps:
1) preparation Stationary side pressure coefficient is tested needed sample;
2) make the sample in the step 1) saturated;
3) drainage: the top to sample applies the gas with pressure; Described gas, permeates from top to bottom and discharges from the sample bottom with the gravity water that drives sample inside slowly to the bottom infiltration of sample from the top of sample; 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; Described air free water is in the process of sample inner penetration, and the gas of sample inside is discharged from the 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, the 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. the full water of the soil body that be used for to realize the described method of claim 1-drainage circulation Stationary side pressure coefficient proving installation, mainly comprise axial loading system (1), soil pressure sensing system (11), water pressure sensor-based system (12) and pressure chamber (2), it is characterized in that: described pressure chamber (2) comprise pressure chamber's cylinder (8), top cover (5) and base (18), the inside of described top cover (5) and base (18) all is equipped 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);
During test, sample (19) is placed on described pottery clay plates (13) and the annular permeable stone (14), lay sample load plate (9) on the described sample (19), the load transfer device of described axial loading system (1) contacts with sample load plate (9) after passing described top cover (5).
3. the full water of the soil body according to claim 2-drainage circulation Stationary side pressure coefficient proving installation is characterized in that: have sample top permeable stone (10) between described sample load plate (9) and the sample (19).
4. the full water of the soil body according to claim 2-drainage circulation Stationary side pressure coefficient proving installation, it is characterized in that: described soil pressure sensing system (11) and water pressure sensor-based system (12) are installed in pressure chamber's cylinder (8) all around.
5. the full water of the soil body according to claim 2-drainage circulation Stationary side pressure coefficient proving installation, 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 the annular permeable stone (14).
6. the full water of the soil body according to claim 3-drainage circulation Stationary side pressure coefficient proving installation, it is characterized in that: after the described load plate of duct penetration (9) of described pressure chamber top water inlet system (7), contact with described sample top permeable stone (10).
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| 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 |
| CN104597227A (en) * | 2014-12-04 | 2015-05-06 | 浙江大学 | Testing apparatus for double-air-entry-value soil-water characteristic curve of coarse-grain soil |
| CN105928795A (en) * | 2016-06-15 | 2016-09-07 | 黑龙江科技大学 | Method and device for measuring pressure resistance and compression modulus of discrete materials |
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| CN103308394A (en) * | 2013-06-14 | 2013-09-18 | 东南大学 | Measuring device of pressure coefficient at static side |
| 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 |
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| CN105928795A (en) * | 2016-06-15 | 2016-09-07 | 黑龙江科技大学 | Method and device for measuring pressure resistance and compression modulus of discrete materials |
| 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 |
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| 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 |
| CN114323373A (en) * | 2021-12-06 | 2022-04-12 | 南方科技大学 | Sensor for measuring vertical and lateral effective stress of saturated soil |
| 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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