CN102175585B - Method for testing permeability stability of sand gravel material - Google Patents
Method for testing permeability stability of sand gravel material Download PDFInfo
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- CN102175585B CN102175585B CN2011100294285A CN201110029428A CN102175585B CN 102175585 B CN102175585 B CN 102175585B CN 2011100294285 A CN2011100294285 A CN 2011100294285A CN 201110029428 A CN201110029428 A CN 201110029428A CN 102175585 B CN102175585 B CN 102175585B
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Abstract
The invention relates to a method for testing permeability stability of sand gravel material, belonging to the technical field of geotechnical engineering for testing the permeability stability of coarse grained soil in basic geotechnical test of the geotechnical engineering. The method comprises the following steps of: detecting tightness of an instrument, washing the instrument, filling tested material, measuring a numeral value by the instrument, calculating and detecting bearing force of the tested material, and the like. The method can control a permeating water head and water inlet quantity; and the permeating water head is controlled by relative position relationship between two overflow devices. Permeated muddy water is guided into a mud sand settlement separating box from the bottom by a water guiding pipe; the muddy water is separated backwards under the action of gravity; the mud sand is completely separated with good effect; the load of a load pressuring system is controlled by the number of poises; settlement quantity of the sand gravel material is controlled by displacement measurement starry sky; mass change of the mud sand settlement separating box is recorded by a mass measuring system; the design of the test process can simultaneously record various test data, and the data reliability is high.
Description
Technical field
The invention belongs to the Geotechnical Engineering technical field of coarse-grained soil seepage stability property testing in the basic soil test of Geotechnical Engineering, relate to gravel building stones osmotic stability method of testing.
Background technology
Inviscid gravel building stones coarse-grained soil often runs in engineering construction; Directly be broken into the gravel building materials through the building stones comminutor; Be applied to mountainous area highway roadbed filling, large-scale rock-fill dams stockpile, rivers,lakes and seas shore protection dyke-fortification work etc., in all kinds of engineering constructions, particularly in the road engineering; The amount ratio viscosity of inviscid gravel building stones coarse-grained soil is banketed big a lot, uses very extensively during foundation works is built.Inviscid gravel building stones coarse-grained soil is compared with other great soil group, has the shearing strength height, and bearing capacity is big, the advantage that compressibility is little.But also have lack of homogeneity, anti-permeability performance is low, and shortcomings such as failure by piping very easily take place under flow action.
Gravel building stones coarse-grained soil is because prototype gradation is bad, or fills the loss of rear section fine grained and cause that the gravel building stones coarse-grained soil size distribution of filling is uneven, grain group in the middle of the disappearance.The roadbed that adopts the disproportionately graded sandy gravel to build when high-grade highway is built in the mountain area; The hillside may form ponding to roadbed one side after the heavy showers; And laterally produce seepage flow along roadbed; Cause roadbed generation seepage deformation, cause that roadbed produces natural diseases such as nonaffine deformation, pavement crack and roadbed side slope slumping.Thereby be necessary to measure the osmotic stability under the effect of gravel building stones coarse-grained soil head, take place with engineering reinforcement measure and the concrete site construction technology disaster prevention that proposes to rationalize.
The instrument of measuring soil body osmotic coefficient and seepage deformation commonly used at present mainly contains 70 type permeameters, southern 55 type permeameters and vertical seepage deformation appearance etc.70 type permeameters are applicable to the infiltration coefficient of measuring sandy soil, and southern 55 type permeameters are applicable to the infiltration coefficient of measuring cohesive soil, and vertical seepage deformation appearance is applicable to vertical infiltration coefficient and the seepage deformation of measuring coarse-grained soil.From the scope of application, above test apparatus all can't be tested gravel building stones coarse-grained soil seepage deformation situation, more can't estimate osmotic stability index under the certain load action of gravel building stones coarse-grained soil.Gravel building stones seepage stability tester newly developed can be measured gravel building stones osmotic stability index; But concrete experiment process, test points for attention, test findings are handled, the acquisition of osmotic stability index etc. still is in space state; Be necessary to carry out standard, form coarse-grained soil osmotic stability index determining test specification from test principle and osmotic stability index acquisition aspect.
Summary of the invention
The objective of the invention is to form a whole set of new indoor and measure soil body penetration stability indicator determination test standard; To going wrong in the test; Points for attention etc. are concluded summary; Form the osmotic stability test method of system science, have test procedure be provided with scientific and reasonable, data acquisition accurately and reliably, the result good stability, satisfy the requirement of indoor and on-the-spot xalsonte gravel material osmotic stability index determining.
The present invention adopts following technical scheme:
A kind of gravel building stones osmotic stability method of testing, gravel building stones seepage stability tester comprises that the soil sample infiltration loads bucket, described soil sample infiltration loads bucket and comprises silt particle precipitate and separate case; The load pressurizer, organic glass protective cover, the permeable dividing plate of rigidity, steel plate base; Water delivering orifice, aqueduct, overflow pipe; The triangle gap, the mass measurement device is drawn together the steel column bearing; Arrange two permeable dividing plates of rigidity in the described organic glass protective cover; Fill gravel between two permeable dividing plates of rigidity; Arrange the load pressurizer on the permeable dividing plate of gravel top rigidity, the steel plate base is arranged in the lower end of organic glass protective cover, lays out the mouth of a river on the steel plate base; Water delivering orifice is connected with the water inlet of silt particle precipitate and separate case through aqueduct; Overflow pipe is arranged in the top of silt particle precipitate and separate case, and silt particle precipitate and separate case is placed on the mass measurement device, arranges the steel column bearing between the permeable dividing plate of rigidity of gravel below and the steel plate base; The triangle gap is arranged in the upper end of organic glass protective cover sidewall, and deviation meter links to each other with load pressurizer, the permeable dividing plate of gravel top rigidity;
Method of testing based on above-mentioned gravel material seepage stability tester comprises the steps:
1), loads bucket injection clear water and be used to detect the closure that the soil sample infiltration loads bucket toward the soil sample infiltration;
2), detect the soil sample infiltration load the bucket sealing intact after, emit the soil sample infiltration and load a part water in the bucket, the soil sample infiltration loads that remaining clear water is 5CM-10CM apart from the bottom in the bucket;
3), sandy gravel to be tested is put into the soil sample infiltration and load the bucket compacting; And emit soil sample and permeate a loading bucket bottom water;
4) load toward the soil sample infiltration that the gravel earth material is housed, once more and inject clear water in the bucket,, accomplish the sandy gravel saturation history up to flooding gravel soil bed of material upper surface;
5), inject clear water toward silt particle precipitate and separate case, through the real-time quality numerical value of mass measurement device measurement silt particle precipitate and separate case;
6), the soil sample infiltration being loaded bucket is connected with silt particle precipitate and separate case; Exert pressure in soil sample infiltration loading bucket through the load pressurizer; In the pressure process, continue to load water filling in the bucket, use the water delivering orifice spilling water of head official post gravel soil material leakage water through silt particle precipitate and separate case to the soil sample infiltration;
7), wait for that silt particle precipitate and separate case spilling water is constant after, the reading of record different time sections deviation meter and mass measurement device;
8), the load pressurizer is in the soil sample pressure process, judges whether the soil sample sedimentation deformation increases suddenly, if be judged as is, then thinks the forfeiture of soil sample bearing capacity, i.e. experiment finishes; If be judged as not, then continue pressurization.
Beneficial effect
Inhalant region is stablized on soil sample infiltration loading tube top and silt particle precipitate and separate case all is provided with overflow mechanism, realizes that the seepage flow head can pass through relative position relation control between the two to infiltration head and inflow control.
Filling compaction is closed the aqueduct valve after accomplishing, and the gravel building stones are not slowly had lotus immersion presaturation, discharges the filler air, guarantees that simultaneously the powder fine grained is not because saturated unexpected loss of immersion.
The diafiltration muddy water gets into silt particle precipitate and separate case through aqueduct by the bottom, and through gravity fractionation, muddy water oppositely separates, and silt particle separates fully, and is effective, and the upper strata clear water rises through run-down pipe and discharges.
Load compression system load size is controlled by counterweight quantity; Gravel building stones settling amount measures starry sky control by displacement; Silt particle precipitate and separate case mass change is by quality measurement system record, record when the design experiment flow process can satisfy multiple test figure, and data reliability is high.
Description of drawings
Fig. 1 is a gravel building stones seepage stability tester structural representation of the present invention;
1 is that the soil sample infiltration loads bucket, sand precipitate and separate case, the 3rd, load pressurizer, the 4th, deviation meter among the figure; The 5th, water inlet, the 6th, organic glass protective cover, the 7th, the permeable dividing plate of rigidity, the 8th, grit material; The 9th, steel plate base, the 10th, water delivering orifice, the 11st, aqueduct, the 12nd, overflow pipe; The 13rd, triangle gap, the 14th, mass measurement device, the 16th, steel column bearing.
Embodiment
Below in conjunction with description of drawings to further explain of the present invention:
As shown in Figure 1: a kind of gravel building stones osmotic stability method of testing, gravel building stones seepage stability tester comprises that the soil sample infiltration loads bucket 1, described soil sample infiltration loads bucket 1 and comprises silt particle precipitate and separate case 2; Load pressurizer 3, organic glass protective cover 6, the permeable dividing plate 7 of rigidity, steel plate base 9; Water delivering orifice 10, aqueduct 11, overflow pipe 12; Triangle gap 13, mass measurement device 14 is drawn together steel column bearing 16.
Arrange two permeable dividing plates 7 of rigidity in the described organic glass protective cover 6; Fill gravel between two permeable dividing plates 7 of rigidity; Arrange load pressurizer 3 on the permeable dividing plate 7 of gravel top rigidity, steel plate base 9 is arranged in the lower end of organic glass protective cover 6, lays out the mouth of a river 10 on the steel plate base 9; Water delivering orifice 10 is connected with the water inlet of silt particle precipitate and separate case 2 through aqueduct 11; Overflow pipe 12 is arranged in the top of silt particle precipitate and separate case 2, and silt particle precipitate and separate case 2 is placed on the mass measurement device 14, arranges steel column bearing 16 between the permeable dividing plate 7 of rigidity of gravel below and the steel plate base 9; Triangle gap 13 is arranged in the upper end of organic glass protective cover 6 sidewalls, and deviation meter 4 links to each other with load pressurizer 3, the permeable dividing plate 7 of gravel top rigidity;
Method of testing based on above-mentioned gravel material seepage stability tester comprises the steps:
1), loads bucket 1 injection clear water and be used to detect the closure that the soil sample infiltration loads bucket 1 toward the soil sample infiltration;
2), detect the soil sample infiltration load bucket 1 sealing intact after, emit the soil sample infiltration and load a part water in the bucket 1, the soil sample infiltration loads that remaining clear water is 5CM-10CM apart from the bottom in the bucket 1;
3), sandy gravel to be tested is put into the soil sample infiltration and load bucket 1 compacting; And emit soil sample and permeate loading bucket 1 bottom water;
4) load toward the soil sample infiltration that the gravel earth material is housed, once more and inject clear water in the bucket 1,, accomplish the sandy gravel saturation history up to flooding gravel soil bed of material upper surface;
5), inject clear water toward silt particle precipitate and separate case 2, through the real-time quality numerical value of mass measurement device 14 measurement silt particle precipitate and separate casees 2;
6), soil sample infiltration being loaded bucket 1 is connected with silt particle precipitate and separate case 2; Exert pressure in soil sample infiltration loading bucket 1 through load pressurizer 3; In the pressure process; Continue to load water filling in the bucket 1, use the water delivering orifice spilling water of head official post gravel soil material leakage water through silt particle precipitate and separate case 2 to the soil sample infiltration;
7), wait for that silt particle precipitate and separate case 2 spilling waters are constant after, the reading of record different time sections deviation meter 4 and mass measurement device 14;
8), in 3 pairs of soil sample pressure processes of load pressurizer, judge whether the soil sample sedimentation deformation increases suddenly, if be judged as is, then think the forfeiture of soil sample bearing capacity, i.e. experiment finishes; If be judged as not, then continue pressurization.
The preliminary assembling flow path of gravel building stones seepage stability tester:
Get the steel plate base 9 that cleans up drying regime; Organic glass tube guard shield 6 is fixedly connected through draw-in groove on watertight rubber band and the steel plate base 9; Close aqueduct valve 11, the check water seal property of trying the water keeps the dark clear water of 5cm on the steel plate bearing after the completion of trying the water; Place the permeable dividing plate 7 of end rigidity, the adjustment level.
Gravel building stones filler and presaturation flow process:
Fill gravel building stones 8 on the permeable dividing plate 7 of end rigidity, the layering filling compaction is until predetermined altitude.Open aqueduct, directly bottom muddy water collecting region muddy water is discharged (non-silt particle precipitate and separate case), clean near the bed mud of base plate lower outlet.Close aqueduct valve 11, open water inlet pipe valve 5, slowly water inlet is flooded the gravel pack upper surface gradually until liquid level, accomplishes soil sample presaturation process, closes water inlet pipe valve 5.
Load pressurization and steady seepage operating process:
The permeable dividing plate 7 of rigidity in the placement is provided with load compression system 3 and sedimentation deformation measurement system 4, and adjustment displacement examining system initial reading is 0.Aqueduct 11 lower interfaces are connected with silt particle precipitate and separate case 2, and precipitate and separate case 2 is full of clear water, until last run-down pipe 12 mouths of pipe, and quality measurement system 14 record start silt particle precipitate and separate case quality
m 0 According to test design, the loading of load compression system divides 30kPa, 50kPa; 100kPa, 200kPa, 400kPa, several class of loading such as 800kPa load; Loading is opened water inlet pipe valve 5 after accomplishing immediately, opens aqueduct valve 11 behind the triangle overflow weir 13 beginning spilling waters.
Displacement and quality measure flow process
After last run-down pipe 12 overflows on the silt particle precipitate and separate case 2 are constant, write down displacement measurement system 4 readings constantly by 0.25h, 0.5h, 1.0h, 2h, 4.0h, 8.0h etc.
Δ HWith quality measurement system 14 readings
Δ m
Off-test
Suddenly increase if sedimentation deformation occurs in the loading permeability test process, sandy gravel bearing capacity forfeiture phenomenon then finishes test.Surpass 8h and still then finish to test when quality measurement system reading remains constant and test period for a long time for bearing capacity forfeiture phenomenon occurring.At first remove the load pressure loading system, displacement examining system is subsequently removed the washing test equipment after the soil sample that fills, and prepares the next round test.
The experimental data processing flow process
Obtain data according to test and obtain gravel building stones height under the different loads situation
HWith powder fine grained loss amount
mBetween relation curve, wherein
In the formula,
HBe gravel earth material true altitude (mm);
H 0 Be the initial filled height of gravel earth material (mm);
Δ HBe the real-time readings of displacement two side systems (mm);
mBe powder fine grained loss quality (g);
Δ mBe the real-time reading of quality measurement system (g);
γ s Be specific gravity of soil partical (2.60<γ
s<2.75);
γ w Be water proportion
γ w =1.0.
Obtain critical powder fine grained loss amount index by subsidence curve curved transition catastrophe point; Obtain concerning between compressive load and the osmotic stability index according to different loads situation lower critical powder fine grained loss amount index, obtain poor grain size distribution gravel building stones osmotic stability index.
Gravel building stones height has displacement measurement and elemental height value inverse to confirm, powder stream of fine particles vector converts through this variable of silt particle precipitate and separate case quality and obtains, and exists between powder fine grained and the water with volume displacement phenomenon, according to formula
M=Δ m γ s /(
γ s -
γ w ) calculate; Measure process result and powder fine grained diffusion losses amount result of calculation according to displacement, relation curve between height and the powder fine grained loss amount obtains gravel building stones seepage failure critical indicator under the different loads of drafting gravel building stones.Form the osmotic stability test method of system science, have test procedure be provided with scientific and reasonable, data acquisition accurately and reliably, the result good stability, satisfy the requirement of indoor and on-the-spot xalsonte gravel material osmotic stability index determining.
Claims (1)
1. gravel building stones osmotic stability method of testing is characterized in that: gravel building stones seepage stability tester, comprise that the soil sample infiltration loads bucket (1), and described soil sample infiltration loads bucket (1) and comprises silt particle precipitate and separate case (2); Load pressurizer (3), organic glass protective cover (6), the permeable dividing plate of rigidity (7), steel plate base (9); Water delivering orifice (10), aqueduct (11), overflow pipe (12); Triangle gap (13), mass measurement device (14), steel column bearing (16); Arrange two permeable dividing plates of rigidity (7) in the described organic glass protective cover (6); Fill gravel between two permeable dividing plates of rigidity (7); The permeable dividing plate of rigidity (7) of gravel top is gone up and is arranged load pressurizer (3); Steel plate base (9) is arranged in the lower end of organic glass protective cover (6); Lay out the mouth of a river (10) on the steel plate base (9), water delivering orifice (10) is connected with the water inlet of silt particle precipitate and separate case (2) through aqueduct (11), and overflow pipe (12) is arranged in the top of silt particle precipitate and separate case (2); Silt particle precipitate and separate case (2) is placed on the mass measurement device (14); Arrange steel column bearing (16) between the permeable dividing plate of rigidity (7) of gravel below and the steel plate base (9), triangle gap (13) is arranged in the upper end of organic glass protective cover (6) sidewall, and deviation meter (4) links to each other with load pressurizer (3), the gravel top permeable dividing plate of rigidity (7);
Method of testing based on above-mentioned gravel material seepage stability tester comprises the steps:
1), injects the closure that clear water is used to detect organic glass protective cover (6) toward organic glass protective cover (6);
2), detect organic glass protective cover (6) sealing intact after, emit the interior part water of organic glass protective cover (6), remaining clear water is 5CM-10CM apart from the bottom in the organic glass protective cover (6);
3), sandy gravel to be tested is put into compacting between the permeable dividing plate of rigidity (7) of organic glass protective cover (6); And emit organic glass protective cover (6) bottom water;
4), in the organic glass protective cover (6) that the gravel earth material is housed, inject clear water once more, up to flooding gravel soil bed of material upper surface, completion sandy gravel saturation history;
5), inject clear water toward silt particle precipitate and separate case (2), through the real-time quality numerical value of mass measurement device (14) measurement silt particle precipitate and separate case (2);
6), the water delivering orifice (10) with organic glass protective cover (6) lower end is connected with silt particle precipitate and separate case (2); Exert pressure in soil sample infiltration loading bucket (1) through load pressurizer (3); In the pressure process; Continue to load water filling in the bucket (1), use overflow pipe (12) spilling water of head official post gravel soil material leakage water through silt particle precipitate and separate case (2) to the soil sample infiltration;
7), wait for that silt particle precipitate and separate case (2) spilling water is constant after, the reading of record different time sections deviation meter (4) and mass measurement device (14);
8), load pressurizer (3) is in the soil sample pressure process, judges whether the soil sample sedimentation deformation increases suddenly, if be judged as is, then thinks the forfeiture of soil sample bearing capacity, i.e. experiment finishes; If be judged as not, then continue pressurization.
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| CN2011100294285A CN102175585B (en) | 2011-01-27 | 2011-01-27 | Method for testing permeability stability of sand gravel material |
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| CN2011100294285A CN102175585B (en) | 2011-01-27 | 2011-01-27 | Method for testing permeability stability of sand gravel material |
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| CN102175585B true CN102175585B (en) | 2012-11-28 |
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| CN106338463A (en) * | 2016-10-12 | 2017-01-18 | 山西省交通科学研究院 | coarse granular material permeability coefficient testing device and testing method |
| CN106680022B (en) * | 2016-11-28 | 2023-04-07 | 南京大学 | Sampling device and method for infiltration experiment of easily loosened undisturbed coarse-grained soil |
| CN109164028B (en) * | 2018-09-21 | 2021-06-15 | 河海大学 | Seepage and settlement test device and method considering vertical seepage |
| CN109459292A (en) * | 2019-01-03 | 2019-03-12 | 大连理工大学 | A kind of the seabed Soft Soil Layer preparation facilities and method of large scale physical experiments |
| CN109765107B (en) * | 2019-01-10 | 2023-10-20 | 浙江工业大学 | Model test device and measurement method for soil settlement deformation |
| CN112945702B (en) * | 2021-01-29 | 2023-07-14 | 西安航空学院 | Mountain rock stability testing device |
| CN112964617A (en) * | 2021-02-05 | 2021-06-15 | 中国地质大学（武汉） | Concrete load environment penetration test equipment |
| CN114965211B (en) * | 2022-05-17 | 2023-06-27 | 中国水利水电科学研究院 | Device and method for measuring horizontal progressive infiltration destruction process of soil and stones |
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