CN102830018A - Determination method and apparatus for coefficient of earth pressure at rest - Google Patents
Determination method and apparatus for coefficient of earth pressure at rest Download PDFInfo
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- CN102830018A CN102830018A CN2012102860465A CN201210286046A CN102830018A CN 102830018 A CN102830018 A CN 102830018A CN 2012102860465 A CN2012102860465 A CN 2012102860465A CN 201210286046 A CN201210286046 A CN 201210286046A CN 102830018 A CN102830018 A CN 102830018A
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Abstract
A kind of coefficient of static earth pressure measuring method and device, belong to the coefficient determination method and device of soil test. In normal triaxial pressure chamber, axial deformation is implemented to soil sample and constrains radial bearing test, obtains axial stress and radial stress ratio, according to two-dimentional progressive state criterion, axial deformation constrains starting friction angle in radial bearing test
With triaxial compressions angle of friction
Between relationship meet:
; And radial deformation constrains starting friction angle in axial bearing test
With triaxial compressions angle of friction
Between relationship meet:
. According to
Axial deformation is calculated and constrains coefficient of static earth pressure in radial bearing test
It is that axial deformation constrains axial stress and radial stress ratio in radial bearing test
0.5 times. The present invention can avoid radial deformation and constrain the error that the control of constant cross-section radial deformation replaces the control of soil sample vertical direction radial deformation to generate in axial loading coefficient of static earth pressure test, be suitable for saturated sand coefficient of static earth pressure Accurate Determining.
Description
Technical field
The present invention relates to a kind of coefficient determination method and device of soil test, particularly a kind of coefficient of static earth pressure assay method and device.
Background technology
Coefficient of static earth pressure is to guarantee that the soil sample lateral deformation is radial pressure and the axle pressure ratio that obtains under zero the prerequisite, representes with
usually.Therefore, effectively controlling the soil sample radial deformation accurately obtains simultaneously the suffered radial stress of soil sample and just becomes and influence coefficient of static earth pressure mensuration key of success.Can coefficient of static earth pressure indoor measurement method be divided into two big types according to soil sample radial deformation control mode at present: 1. rigid pressure chamber, flexible lateral confinement conditioned disjunction radial deformation sensor constraint.Pressure transmitting medium supposes all that with air free water or oil liquid is incompressible.2. rigid pressure chamber, rigidity lateral confinement condition.Actual liquid can compress under the condition of high voltage, and 1. method has good applicability in condition of normal pressure, but follows consolidation stress constantly to increase, and liquid can be compressed in the pressure chamber, and soil sample can expand distortion, makes that the actual measurement coefficient of static earth pressure is less than normal.And can only control the distortion of soil sample centre position based on the method for radial deformation sensor constraint, can not all can satisfy the lateral confinement condition by strict guarantee soil sample vertical direction radial deformation.The 2. middle rigidity lateral confinement condition of method adopts point sensor to measure radial pressure usually; There is error in the radial stress measurement on the one hand; There is friction on the other hand between soil sample and the pressure chamber's sidewall; Soil sample size principal direction of stress deflects, and makes the reliability of actual measurement coefficient of static earth pressure be under suspicion.
Summary of the invention
The object of the present invention is to provide a kind of simple to operately, can conveniently obtain the method for coefficient of static earth pressure.
For achieving the above object, technical scheme of the present invention is:
(1), soil sample is placed on the base, guarantee that piston closely contacts with the soil sample upper surface;
(2), the pressure chamber is placed on the base, open vent port, and in the pressure chamber, fill with no gas-liquid through liquid inlet/outlet;
(3), close vent port, and the enterprising liquid outlet channel in pressure chamber is connected with hydraulic pressure transducer;
(4), the servocontrol piston is motionless; Pressure boost indoor liquid pressure
step by step; Real-time monitored is also gathered soil sample axial stress
, obtains
~
relation curve;
(5), match
~
relation curve slope; Slope value then is
; The relation according to
is obtained the soil sample coefficient of static earth pressure for
.
Described pressure chamber comprises: pressure chamber, base, piston, osculum, vent port, liquid inlet/outlet and hydraulic pressure transducer; Bottom in the pressure chamber is connected with base, and the interposition of base is equipped with a protrusion seat in the pressure chamber, on the protrusion seat, soil sample is arranged, and on soil sample, has piston to stretch out the pressure chamber, and the osculum of perforation is arranged at the protrusion seat; The liquid inlet/outlet that perforation is arranged on base is connected with hydraulic pressure transducer on liquid inlet/outlet, in the upper end of pressure chamber vent port is arranged.
Beneficial effect; Owing to adopted such scheme; In the triaxial cell, the cylinder soil sample is carried out axial deformation and retrain radially bearing test, obtain the ratio
between soil sample axial stress and the radial stress; According to concerning between two-dimentional progressive state criterion and starting friction angle and the coefficient of static earth pressure; Reference axis radially axially firmly retrains radial stress and axial stress ratio
in the axial bearing test with radial stress ratio
and radial deformation in the bearing test to deformation constrain respectively; The two satisfies
; Then radial deformation retrains coefficient of static earth pressure in the axial bearing test
, thereby sets up a kind of method of obtaining coefficient of static earth pressure indirectly.
Advantage:
1. the soil sample height can change adjusting step by step, can effectively shorten consolidation time not changing under the radial deformation constraint precision conditions, improves test efficiency.
2. the test pressure scope is expanded greatly, can carry out the normal pressure test of consolidation stresses less than 800kPa, also can carry out the high-potting that consolidation stresses is higher than 10MPa.
3, in the normal triaxial pressure chamber, obtain saturated soil sample coefficient of static earth pressure indirectly, and improve the accuracy that coefficient of static earth pressure measures.
Description of drawings
Fig. 1 measures employed pressure chamber general structure sectional view for coefficient of static earth pressure of the present invention.
Fig. 2 is theoretical foundation figure of the present invention.
Among the figure: 1, pressure chamber; 2, base; 3, piston; 4, osculum; 5, vent port; 6, liquid inlet/outlet; 7, soil sample; 8, hydraulic pressure transducer;
is the effective angle of friction of soil sample;
is the starting friction angle of soil sample;
is shear stress;
is normal stress.
Embodiment
Execute example below in conjunction with accompanying drawing the present invention done further description:
Embodiment 1: in Fig. 1, coefficient of static earth pressure is measured employed pressure chamber and is comprised: pressure chamber 1, base 2, piston 3, osculum 4, vent port 5, liquid inlet/outlet 6 and hydraulic pressure transducer 8; 1 bottom is connected with base 2 in the pressure chamber, and the interposition of base is equipped with a protrusion seat in the pressure chamber, on the protrusion seat, soil sample 7 is arranged, and on soil sample 7, has piston to stretch out the pressure chamber, and the osculum of perforation is arranged at the protrusion seat; The liquid inlet/outlet 6 of perforation is arranged on base, on liquid inlet/outlet 6, be connected with hydraulic pressure transducer 8, vent port 5 is arranged in the upper end of pressure chamber.
Coefficient of static earth pressure assay method of the present invention is following:
(1), soil sample 7 is placed on the base 2, guarantee that piston 3 closely contacts with soil sample 7 upper surfaces;
(2), pressure chamber 1 is placed on the base 2, open vent port 5, and in pressure chamber 1, fill with no gas-liquid through liquid inlet/outlet 6;
(3), close vent port 5, and pressure chamber's 1 enterprising liquid outlet channel 6 is connected with hydraulic pressure transducer 8;
(4), servocontrol piston 3 is motionless; Fluid pressure
in the pressure boost chamber 1 step by step; Real-time monitored is also gathered soil sample 7 axial stresses
, obtains
~
relation curve;
(5), match
~
relation curve slope; Slope value then is
; The relation according to
is obtained the soil sample coefficient of static earth pressure for
.
Record certain soil sample
=0.70 like test, then its coefficient of static earth pressure
=0.35.
Claims (2)
1. coefficient of static earth pressure assay method is characterized in that:
(1), soil sample is placed on the base, guarantee that piston closely contacts with the soil sample upper surface;
(2), the pressure chamber is placed on the base, open vent port, and in the pressure chamber, fill with no gas-liquid through liquid inlet/outlet;
(3), close vent port, and the enterprising liquid outlet channel in pressure chamber is connected with hydraulic pressure transducer;
(4), the servocontrol piston is motionless; Pressure boost indoor liquid pressure
step by step; Real-time monitored is also gathered soil sample axial stress
, obtains
~
relation curve;
(5), match
~
relation curve slope; Slope value then is
; The relation according to
is obtained the soil sample coefficient of static earth pressure for
.
2. coefficient of static earth pressure determinator, it is characterized in that: described pressure chamber comprises: pressure chamber, base, piston, osculum, vent port, liquid inlet/outlet and hydraulic pressure transducer; Bottom in the pressure chamber is connected with base, and the interposition of base is equipped with a protrusion seat in the pressure chamber, on the protrusion seat, soil sample is arranged, and on soil sample, has piston to stretch out the pressure chamber, and the osculum of perforation is arranged at the protrusion seat; The liquid inlet/outlet that perforation is arranged on base is connected with hydraulic pressure transducer on liquid inlet/outlet, in the upper end of pressure chamber vent port is arranged.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012102860465A CN102830018A (en) | 2012-08-13 | 2012-08-13 | Determination method and apparatus for coefficient of earth pressure at rest |
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|---|---|---|---|
| CN2012102860465A CN102830018A (en) | 2012-08-13 | 2012-08-13 | Determination method and apparatus for coefficient of earth pressure at rest |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103091180A (en) * | 2013-01-11 | 2013-05-08 | 中国矿业大学 | Uniaxial creep testing device and method for frozen earth with temperature gradient |
| CN103217378A (en) * | 2013-03-25 | 2013-07-24 | 北京交通大学 | Testing device of soil passive lateral pressure coefficient |
| CN104297066A (en) * | 2014-09-15 | 2015-01-21 | 中国矿业大学 | Static soil pressure testing device and method for gradient microstructure soil |
| CN104764654A (en) * | 2015-03-05 | 2015-07-08 | 北京理工大学 | Safety protection device for high speed compression of energetic materials |
| CN104880366A (en) * | 2015-05-26 | 2015-09-02 | 温州大学瓯江学院 | Soil body kinetic parameter and anisotropy tester under K0 condition |
| CN109540689A (en) * | 2019-01-10 | 2019-03-29 | 苏州汇才土水工程科技有限公司 | The novel three axis dead load compression of one kind and rheological test machine |
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| KR20040045136A (en) * | 2002-11-22 | 2004-06-01 | 삼성물산 주식회사 | Triaxial compressive tester |
| CN101718659A (en) * | 2009-12-09 | 2010-06-02 | 中国矿业大学 | Device and method for testing coefficient of static earth pressure |
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Patent Citations (2)
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| KR20040045136A (en) * | 2002-11-22 | 2004-06-01 | 삼성물산 주식회사 | Triaxial compressive tester |
| CN101718659A (en) * | 2009-12-09 | 2010-06-02 | 中国矿业大学 | Device and method for testing coefficient of static earth pressure |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103091180A (en) * | 2013-01-11 | 2013-05-08 | 中国矿业大学 | Uniaxial creep testing device and method for frozen earth with temperature gradient |
| CN103091180B (en) * | 2013-01-11 | 2015-07-29 | 中国矿业大学 | Thermograde frozen soil uniaxial static creep test method |
| CN103217378A (en) * | 2013-03-25 | 2013-07-24 | 北京交通大学 | Testing device of soil passive lateral pressure coefficient |
| CN103217378B (en) * | 2013-03-25 | 2015-06-03 | 北京交通大学 | Testing device of soil passive lateral pressure coefficient |
| CN104297066A (en) * | 2014-09-15 | 2015-01-21 | 中国矿业大学 | Static soil pressure testing device and method for gradient microstructure soil |
| CN104297066B (en) * | 2014-09-15 | 2017-01-18 | 中国矿业大学 | Static soil pressure testing device and method for gradient microstructure soil |
| CN104764654A (en) * | 2015-03-05 | 2015-07-08 | 北京理工大学 | Safety protection device for high speed compression of energetic materials |
| CN104880366A (en) * | 2015-05-26 | 2015-09-02 | 温州大学瓯江学院 | Soil body kinetic parameter and anisotropy tester under K0 condition |
| CN104880366B (en) * | 2015-05-26 | 2018-01-16 | 温州大学瓯江学院 | Evolution Microstructure method based on soil body kinetic parameter and anisotropy analyzer under the conditions of K0 |
| CN109540689A (en) * | 2019-01-10 | 2019-03-29 | 苏州汇才土水工程科技有限公司 | The novel three axis dead load compression of one kind and rheological test machine |
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Application publication date: 20121219 |