CN101915721B - Test method for simulating variation of permeability coefficient of foundation pit precipitation - Google Patents
Test method for simulating variation of permeability coefficient of foundation pit precipitation Download PDFInfo
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- CN101915721B CN101915721B CN2010102090396A CN201010209039A CN101915721B CN 101915721 B CN101915721 B CN 101915721B CN 2010102090396 A CN2010102090396 A CN 2010102090396A CN 201010209039 A CN201010209039 A CN 201010209039A CN 101915721 B CN101915721 B CN 101915721B
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Abstract
The invention relates to a test method for simulating variation of a permeability coefficient of foundation pit precipitation soil, which comprises the following steps of: cutting an undisturbed sample by using a cutting ring and sticking filter paper at both ends of the sample; communicating an osmoticpressure container with a seepage pipeline and a seepage metering pipe to make porous stones in the whole pipeline and the osmoticpressure container subjected to sufficient exhaust saturation, and closing a valve; arranging the cutting ring with the undisturbed sample into the osmoticpressure container in a mode that the cutting edge is upward, sleeving a water stop ring and a directed gasket outside the cutting ring, compressing the water stop ring and the directed gasket and arranging the porous stones and a pressure transmitting piston at the upper end of the sample; carrying out two-stage consolidation on the sample through a pressure regulating valve, wherein the first consolidation makes the sample recovered into a natural geostatic stress state of soil mass and the second consolidation simulates the stress state of the soil mass after precipitation; and after completing consolidation, opening a seepage valve and starting a subsequent seepage test. Influences of the decrease of moisture content of the foundation pit precipitation soil, the increase of effective stress and the consolidation of soil on the permeability coefficient are considered, and the method provides a basis for accurate selection of the permeability coefficient of the foundation pit precipitation soil so as to provide guarantee for designing and constructing a soft watery deep foundation pit safely, economically and reasonably.
Description
Technical field
The present invention relates to a kind of laboratory soil test method, relate in particular to a kind of test method that the soft soil layer permeability coefficient of foundation pit precipitation soil changes of simulating.
Background technology
The perviousness of soil refers to the character of current by native mesoporosity complexity.Infiltration coefficient is an important physical index weighing soil body penetration, and it is to be used for the sedimentation of analytical calculation ground consolidation, the osmotic stability of assessment foundation ditch, earth dam embankment, and foundation ditch necessary basic parameter when falling Drainage Design and foundation stabilization design.Yet the influence factor of infiltration coefficient is many, comprises particle composition, packing, saturation degree, temperature and the structure etc. of soil, and they all have material impact to infiltration coefficient.In the engineering practice, the rationality of infiltration coefficient value is directly connected to the accuracy of Model Calculation and assessment and the reliability of design and construction.
For the deep basal pit on weak soil Fu Shui stratum, excavation of foundation pit usually will be taked dewatering measure, and base pit dewatering can cause mesoporosity, water-bearing zone water pressure to reduce on the one hand, and effective stress increases, and the water-bearing zone produces densification; On the other hand, base pit dewatering is destroyed original seepage field, produces new seepage flow, is accompanied by seepage effect and puts on the seepage force of soil skeleton, makes soil body densification.After the soil body densification, its packing, water cut, saturation degree and structure all can change, thereby the infiltration coefficient of soil also changes thereupon.In design, calculating and the construction of soft soil layer deep basal pit, at present infiltration coefficient choose material parameter before most employing precipitation, or only choose by rule of thumb, do not consider the influence of base pit dewatering to soil body osmotic coefficient, its result is obviously reasonable inadequately.
Summary of the invention
Adopt the material parameter before the precipitation mostly or only choose this deficiency by rule of thumb for overcoming native infiltration coefficient in the rich water base hole design and construction of existing weak soil, the object of the present invention is to provide a kind of test method that permeability coefficient of foundation pit precipitation soil changes of simulating, record native infiltration coefficient by the soil body stress state under the simulation precipitation condition, for accurately choosing of permeability coefficient of foundation pit precipitation soil provides foundation.
The test method that the simulation permeability coefficient of foundation pit precipitation soil that the present invention proposes changes, adopt loading formula infiltration experiment device to test, this device partly is made up of gauge line 1, osmotic pressure container 2, spillway hole 3, three-way valve 4, air admission hole 5 etc., air admission hole 5 is communicated with gauge line 1, gauge line 1 is connected in osmotic pressure container 2 bottoms one side by pipeline and three-way valve 4, and osmotic pressure container 2 tops one side picks out water pipe by spillway hole 3; Concrete steps are as follows:
(1) cuts original state test soil sample with cutting native cutting ring, stick filter paper at the sample two ends;
(2) the osmotic pressure container is communicated with seepage flow pipeline and seepage gauge buret, allows the current of gauge line infiltrate pressure vessel, it is saturated to make in whole pipeline and the osmotic pressure container permeable stone obtain abundant exhaust, then valve-off;
(3) cutting ring of sample will be housed, the edge of a knife is upwards packed in the osmotic pressure container; Put O type sealing collar in the cutting ring outside, put directed pad, screw on forcing screw; Load onto permeable stone and pressure transmission piston in the sample upper end simultaneously;
(4) it is fixed by pressure regulator valve sample to be carried out for two stages, and for the first time fixed sample that makes recovers the natural gravity stress state of the soil body, for the second time soil body stress state behind the fixed simulation precipitation;
(5) after fixed the finishing, open seepage valve, the beginning seepage tests; During test, observe the seepage flow situation earlier,, then add the seepage pressure of 10kPa earlier if seepage flow is too slow, if produce seepage flow, when treating that seepage flow is more stable, write down initial head reading, start stopwatch simultaneously, when head drops to a certain reading, write down head reading and Seepage flow time, repeat 4～5 times by this; If seepage flow is not obvious under the effect of 10kPa seepage pressure, can continue to strengthen seepage pressure, but seepage pressure should be greater than consolidation pressure.And water temperature when writing down seepage tests, so that revise.
Among the present invention, during two stages described in the step (4) were fixed, fixed pressure equaled native natural gravity stress for the first time, and consolidation time is 24 hours; For the second time consolidation pressure by base pit dewatering after native effective stress increase and carry out, consolidation time is 24 hours.
Among the present invention, cutting ring is vertically cut soil along soil sample barrel when measuring vertical infiltration coefficient, when the mensuration level during to infiltration coefficient cutting ring laterally cut soil along soil sample barrel.
Compared with prior art, beneficial effect of the present invention is embodied in: test method of the present invention has considered that the foundation pit precipitation soil water cut reduces, effective stress increases, native fixed densification is to the influence of native infiltration coefficient, for accurately choosing of permeability coefficient of foundation pit precipitation soil provides foundation, thereby provide guarantee for the rich depth of water foundation ditch of design and construction weak soil safely, economically and reasonably.
Description of drawings
Fig. 1 is the loading formula infiltration experiment device structural representation of the embodiment of the invention.
Fig. 2 is that the native vertical infiltration coefficient of the 3. layer of the embodiment of the invention 1 is with precipitation depth variation relation curve.
Fig. 3 is that the native vertical infiltration coefficient of the 4. layer of the embodiment of the invention 2 is with precipitation depth variation relation curve.
Fig. 4 is that the vertical infiltration coefficient of 5.-1 layer soil of the embodiment of the invention 3 is with precipitation depth variation relation curve.
Fig. 5 is that the vertical infiltration coefficient of 5.-2 layer soil of the embodiment of the invention 4 is with precipitation depth variation relation curve.
Fig. 6 be the embodiment of the invention 5 3. the layer native horizontal permeation coefficient with precipitation depth variation relation curve.
Fig. 7 be the embodiment of the invention 6 4. the layer native horizontal permeation coefficient with precipitation depth variation relation curve.
Fig. 8 is that 5.-1 layer native horizontal permeation coefficient of the embodiment of the invention 7 is with precipitation depth variation relation curve.
Fig. 9 is that 5.-2 layer native horizontal permeation coefficient of the embodiment of the invention 8 is with precipitation depth variation relation curve.
Number in the figure: 1 is gauge line, and 2 is the osmotic pressure container, and 3 is spillway hole, and 4 is three-way valve, and 5 is air admission hole.
Embodiment
The present invention is further illustrated below in conjunction with the drawings and specific embodiments.
Concrete steps are as follows:
(1) cuts undisturbed sample with the native cutting ring of cutting of internal diameter 61.8mm, high 20mm, stick filter paper at the sample two ends;
(2) the osmotic pressure container is communicated with seepage flow pipeline and seepage gauge buret, allows the current of gauge line infiltrate pressure vessel, it is saturated to make in whole pipeline and the osmotic pressure container permeable stone obtain abundant exhaust, then valve-off;
(3) cutting ring of soil sample will be housed, the edge of a knife is upwards packed in the osmotic pressure container; Put O type sealing collar in the cutting ring outside, put directed pad, screw on forcing screw; Load onto permeable stone and pressure transmission piston in the sample upper end simultaneously;
(4) it is fixed by pressure regulator valve sample to be carried out for two stages, and for the first time fixed sample that makes recovers the natural gravity stress state of the soil body, and consolidation time is 24 hours; Soil body stress state behind the fixed simulation precipitation for the second time, consolidation time is 24 hours;
(5) after fixed the finishing, open seepage valve, the beginning seepage tests.During test, observe the seepage flow situation earlier,, then add the seepage pressure of 10kPa earlier if seepage flow is too slow, if produce seepage flow, when treating that seepage flow is more stable, write down initial head reading, start stopwatch simultaneously, when head drops to the 2.0cm left and right sides, write down head reading and Seepage flow time, repeat 4～5 times by this; If seepage flow is not obvious under the effect of 10kPa seepage pressure, can continue to strengthen seepage pressure, but seepage pressure should be greater than consolidation pressure.And water temperature when writing down seepage tests, so that revise.
Among the embodiment, cutting ring is vertically cut soil along soil sample barrel when measuring vertical infiltration coefficient, when the mensuration level during to infiltration coefficient cutting ring laterally cut soil along soil sample barrel.
Sample is a undisturbed soil of taking from urban district, Shanghai deep basal pit, and sample soil is 3. layer mud matter silty clay, buried depth 3.2～9.5m, and severe is 17.5kN/m
3, average gravity stress is 60.0kPa.Test simulation precipitation and fall 1.0m, 2.0m, 4.0m totally 4 kinds of operating modes not, corresponding consolidation pressure is respectively 60.0kPa, 70.0kPa, 80.0kPa, 100.0kPa; The precipitation sample does not only carry out a secondary consolidation, and it is fixed that the precipitation sample carries out the two-stage; Do 4 groups of tests altogether.As shown in table 1 by the 3. layer mud matter silty clay that above-mentioned test procedure records at the vertical infiltration coefficient of precipitation front and back soil.3. the vertical infiltration coefficient of layer mud matter silty clay is seen shown in Figure 2 with the precipitation depth change curve.
Sample is a undisturbed soil of taking from urban district, Shanghai deep basal pit, and sample soil is 4. layer grey silt clay, buried depth 9.5～17.5m, and severe is 16.7kN/m
3, average gravity stress is 100.0kPa.Test simulation precipitation and fall 2.0m, 4.0m, 8m totally 4 kinds of operating modes not, corresponding consolidation pressure is respectively 100.0kPa, 120.0kPa, 140.0kPa, 180.0kPa; The precipitation sample does not only carry out a secondary consolidation, and it is fixed that the precipitation sample carries out the two-stage; Do 4 groups of tests altogether.As shown in table 1 by the 4. layer grey silt clay that above-mentioned test procedure records at the vertical infiltration coefficient of precipitation front and back soil.4. the vertical infiltration coefficient of layer grey silt clay is seen shown in Figure 3 with the precipitation depth change curve.
Sample is a undisturbed soil of taking from urban district, Shanghai deep basal pit, and sample soil is 5.-1 layer gray clay, buried depth 17.5～22.0m, and severe is 17.5kN/m
3, average gravity stress is 150.0kPa.Test simulation precipitation and fall 2.0m, 4.0m, 8.0m totally 4 kinds of operating modes not, corresponding consolidation pressure is respectively 150.0kPa, 170.0kPa, 190.0kPa, 230.0kPa; The precipitation sample does not only carry out a secondary consolidation, and it is fixed that the precipitation sample carries out the two-stage; Do 4 groups of tests altogether.As shown in table 1 by 5.-1 layer gray clay that above-mentioned test procedure records at the vertical infiltration coefficient of precipitation front and back soil.5.-1 the vertical infiltration coefficient of layer gray clay is seen shown in Figure 4 with the precipitation depth change curve.
Sample is a undisturbed soil of taking from urban district, Shanghai deep basal pit, and sample soil is 5.-2 layer grey clay silt, buried depth 22.0～33.6m, and severe is 18.1kN/m
3, average gravity stress is 200.0kPa.Test simulation precipitation and fall 2.0m, 4.0m totally 3 kinds of operating modes not, corresponding consolidation pressure is respectively 200.0kPa, 220.0kPa, 240.0kPa; The precipitation sample does not only carry out a secondary consolidation, and it is fixed that the precipitation sample carries out the two-stage; Do 3 groups of tests altogether.As shown in table 1 by 5.-2 layer grey clay silt that above-mentioned test procedure records at the vertical infiltration coefficient of precipitation front and back soil.5.-2 layer vertical infiltration coefficient of grey clay silt seen shown in Figure 5 with the precipitation depth change curve.
Embodiment 5
Sample is a undisturbed soil of taking from urban district, Shanghai deep basal pit, and sample soil is 3. layer mud matter silty clay, buried depth 3.2～9.5m, and severe is 17.5kN/m
3, average gravity stress is 60.0kPa.Test simulation precipitation and fall 1.0m, 2.0m, 4.0m totally 4 kinds of operating modes not, corresponding level is respectively 26.0kPa, 30.0kPa, 34.0kPa, 43.0kPa to consolidation pressure; The precipitation sample does not only carry out a secondary consolidation, and it is fixed that the precipitation sample carries out the two-stage; Do 4 groups of tests altogether.As shown in table 2 by the 3. layer mud matter silty clay that above-mentioned test procedure records at the horizontal permeation coefficient of precipitation front and back soil.3. layer mud matter silty clay horizontal permeation coefficient is seen shown in Figure 6 with the precipitation depth change curve.
Sample is a undisturbed soil of taking from urban district, Shanghai deep basal pit, and sample soil is 4. layer grey silt clay, buried depth 9.5～17.5m, and severe is 16.7kN/m
3, average gravity stress is 100.0kPa.Test simulation precipitation and fall 2.0m, 4.0m, 8m totally 4 kinds of operating modes not, corresponding level is respectively 54.0kPa, 65.0kPa, 76.0kPa, 97.0kPa to consolidation pressure; The precipitation sample does not only carry out a secondary consolidation, and it is fixed that the precipitation sample carries out the two-stage; Do 4 groups of tests altogether.As shown in table 2 by the 4. layer grey silt clay that above-mentioned test procedure records at the horizontal permeation coefficient of precipitation front and back soil.4. layer grey silt clay horizontal permeation coefficient is seen shown in Figure 7 with the precipitation depth change curve.
Embodiment 7
Sample is a undisturbed soil of taking from urban district, Shanghai deep basal pit, and sample soil is 5.-1 layer gray clay, buried depth 17.5～22.0m, and severe is 17.5kN/m
3, average gravity stress is 150.0kPa.Test simulation precipitation and fall 2.0m, 4.0m, 8.0m totally 4 kinds of operating modes not, corresponding level is respectively 64.0kPa, 73.0kPa, 82.0kPa, 98.0kPa to consolidation pressure; The precipitation sample does not only carry out a secondary consolidation, and it is fixed that the precipitation sample carries out the two-stage; Do 4 groups of tests altogether.As shown in table 2 by 5.-1 layer gray clay that above-mentioned test procedure records at the horizontal permeation coefficient of precipitation front and back soil.5.-1 a layer gray clay horizontal permeation coefficient seen shown in Figure 8 with the precipitation depth change curve.
Sample is a undisturbed soil of taking from urban district, Shanghai deep basal pit, and sample soil is 5.-2 layer grey clay silt, buried depth 22.0～33.6m, and severe is 18.1kN/m
3, average gravity stress is 200.0kPa.Test simulation precipitation and fall 2.0m, 4.0m totally 3 kinds of operating modes not, corresponding level is respectively 101.0kPa, 111.0kPa, 121.0kPa to consolidation pressure; The precipitation sample does not only carry out a secondary consolidation, and it is fixed that the precipitation sample carries out the two-stage; Do 3 groups of tests altogether.As shown in table 2 by 5.-2 layer grey clay silt that above-mentioned test procedure records at the horizontal permeation coefficient of precipitation front and back soil.5.-2 a layer grey clay silt horizontal permeation coefficient seen shown in Figure 9 with the precipitation depth change curve.
Table 1
Annotate: the native relative value of each layer refers to respect to each soil layer precipitation depth to be 0 o'clock value in the table.
Table 2
Annotate: the native relative value of each layer refers to respect to each soil layer precipitation depth to be 0 o'clock value in the table.
Claims (3)
1. simulate the test method that permeability coefficient of foundation pit precipitation soil changes for one kind, adopt loading formula infiltration experiment device to test, this device is made up of gauge line (1), osmotic pressure container (2), spillway hole (3), three-way valve (4) and air admission hole (5), air admission hole (5) is communicated with gauge line (1), gauge line (1) is connected in osmotic pressure container (2) bottom one side by pipeline and three-way valve (4), and osmotic pressure container (2) top one side picks out water pipe by spillway hole (3); It is characterized in that concrete steps are as follows:
(1) cuts original state test soil sample with cutting native cutting ring, stick filter paper at the sample two ends;
(2) the osmotic pressure container is communicated with seepage flow pipeline and gauge line, allows the current of gauge line infiltrate pressure vessel, it is saturated to make in whole pipeline and the osmotic pressure container permeable stone obtain abundant exhaust, then valve-off;
(3) cutting ring of sample will be housed, the edge of a knife is upwards packed in the osmotic pressure container; Put O type sealing collar in the cutting ring outside, put directed pad, screw on forcing screw; Load onto permeable stone and pressure transmission piston in the sample upper end simultaneously;
(4) it is fixed by pressure regulator valve sample to be carried out for two stages, and for the first time fixed sample that makes recovers the natural gravity stress state of the soil body, for the second time soil body stress state behind the fixed simulation precipitation;
(5) after fixed the finishing, open seepage valve, the beginning seepage tests; During test, observe the seepage flow situation earlier,, then add the seepage pressure of 10kPa earlier if seepage flow is too slow, if produce seepage flow, when treating that seepage flow is more stable, write down initial head reading, start stopwatch simultaneously, when head drops to a certain reading, write down head reading and Seepage flow time, repeat 4～5 times by this; If seepage flow is not obvious under the effect of 10kPa seepage pressure, continue to strengthen seepage pressure, but seepage pressure should be greater than the consolidation pressure second time; And water temperature when writing down seepage tests, so that revise.
2. the test method that changes according to the described simulation permeability coefficient of foundation pit precipitation soil of claim 1, it is characterized in that two stages described in the step (4) fixed in, fixed pressure equals native natural gravity stress for the first time, consolidation time is 24 hours; For the second time consolidation pressure by base pit dewatering after native effective stress increase and carry out, consolidation time is 24 hours.
3. the test method that changes according to the described simulation permeability coefficient of foundation pit precipitation soil of claim 1 is characterized in that cutting ring is vertically cut soil along soil sample barrel when the vertical infiltration coefficient of mensuration, when the mensuration level during to infiltration coefficient cutting ring laterally cut soil along soil sample barrel.
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| CN103257082B (en) * | 2012-02-16 | 2015-07-01 | 中原工学院 | Method of reducing sample disturbances of direct shear test and cutting ring |
| CN103389260B (en) * | 2013-07-18 | 2016-03-02 | 上海交通大学 | Pile foundation hinders the simulation laboratory test method of seepage action of ground water |
| CN103454199B (en) * | 2013-07-29 | 2015-05-06 | 山东科技大学 | Similar simulation material osmotic coefficient measuring device and method |
| CN105675846B (en) * | 2016-04-01 | 2017-07-28 | 浙江大学 | Phreatic table and the excavation of foundation pit model test apparatus of artesian head collaboration lifting |
| CN106644890A (en) * | 2017-02-10 | 2017-05-10 | 三峡大学 | Device for measuring soil sample permeability coefficient in indoor soil engineering test |
| CN106896047B (en) * | 2017-03-14 | 2018-10-26 | 长安大学 | A kind of experimental rig and method of simultaneous determination soil water feature and infiltration linearity curve |
| CN109959598B (en) * | 2019-04-29 | 2021-10-15 | 华北水利水电大学 | Seepage test method for drainage well at bottom of aquifer |
| CN114487340B (en) * | 2021-11-17 | 2023-09-19 | 重庆大学 | Triaxial test device and method for real-time visualization of seepage erosion of cracks and soil water measurement |
| CN115032369B (en) * | 2022-06-08 | 2023-08-08 | 成都理工大学 | Method for researching plant growth state and simulation device |
| CN116930036B (en) * | 2023-07-24 | 2024-02-02 | 中国水利水电科学研究院 | Method for determining in-situ critical hydraulic gradient in combined indoor and outdoor mode |
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| JP3381991B2 (en) * | 1993-12-28 | 2003-03-04 | 中央開発株式会社 | Water permeability measuring apparatus and water permeability measuring method using the same |
| WO2008081470A1 (en) * | 2007-01-03 | 2008-07-10 | Council Of Scientific & Industrial Research | Electronic level sensor and timer based falling head soil permeameter |
| CN101736732B (en) * | 2009-12-17 | 2011-12-07 | 上海隧道工程股份有限公司 | Pressure and water reduction construction method of ultra-deep foundation pit confined water |
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