CN101986130A - Triaxial test method for shear strength property of weak layer - Google Patents
Triaxial test method for shear strength property of weak layer Download PDFInfo
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- CN101986130A CN101986130A CN 201010274462 CN201010274462A CN101986130A CN 101986130 A CN101986130 A CN 101986130A CN 201010274462 CN201010274462 CN 201010274462 CN 201010274462 A CN201010274462 A CN 201010274462A CN 101986130 A CN101986130 A CN 101986130A
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Abstract
The invention relates to a triaxial test method for shear strength property of a weak layer, a test device adopts a triaxial shear instrument, and test purposes are realized through the specific test sample preparation method: (1) test sample preparation-1: cutting a soil column on an undisturbed soil sample containing the weak layer along an included angle of 45 degrees in the vertical direction; (2) test sample preparation-2: cutting the soil column into the stipulated diameter; (3) taking out of a test sample: leveling two ends by cutting according to the stipulated height and weighing; and taking remaining oil for determining water content; (4) test sample saturation; (5) testing; and (6) data analysis: taking normal stress sigma as horizontal coordinate, and taking shear stress tau as vertical coordinate; taking an inclination angle of a connected straight line of positive stress sigma n and failure shear stress tau n () obtained under different ambient pressure conditions as an internal friction angle phi, and taking intercept on a longitudinal axial on the straight line as cohesive strength C; and obtaining the test result. By adopting the special soil sample preparation method and the analysis method, the uniformity of the shear stress and strain on the weak layer can be ensured and the main problems during testing of a direct shear apparatus can be effectively solved.
Description
Technical field
The present invention relates to a kind of method of testing, be specifically related to a kind of three method of testings of weak aspect shear strength characteristics.
Background technology
The weak aspect of ground is one of modal reason during Geotechnical Engineering is destroyed.Grasping the shearing mechanical strength characteristics of understanding weak aspect often becomes the key of this class problem of solution.But do not solve well yet test the weak aspect shearing force of rock-soil material intensity exactly, method commonly used both at home and abroad at present is the direct shear apparatus test.But the direct shear apparatus test method exists several comparatively crucial problems, one. control the position of shear surface by force by steel loop; Two. the shear stress of sample is inhomogeneous along shear surface; Three. inhomogeneous along the shear surface shear strain; Four. can not control drainage condition; Five. the variation that deflects of shear history intermediate principal stress direction.Thus, test findings is often disperseed bigger, influences result's reliability.
Summary of the invention
Three method of testings that the purpose of this invention is to provide a kind of weak aspect shear strength characteristics.The characteristics of this method are to utilize the characteristics of soil sample stress deformation in the triaxial test to put forward, promptly adopt special preparation of soil sample method, weak aspect is placed on the maximum shear face of triaxial test, the maximum shear that triaxial apparatus is produced acts on the weak aspect just, natural selection by the maximum weighted condition, sliding failure is launched along weak aspect, and under the assurance of equilibrium condition, shear stress on the slipping plane and normal stress uniformity.Different with the steel loop promotion of direct shear apparatus, soil sample has only one deck rubber membrane outward during triaxial test, can not produce the uneven problem of detrusion.Thereby guaranteed the homogeneity of shear stress and shear strain on the weak aspect, the drainage condition of triaxial apparatus can be controlled in addition, has so just solved the subject matter in the direct shear apparatus test effectively.
The scheme of finishing the foregoing invention task is, a kind of three method of testings of weak aspect shear strength characteristics is characterized in that, testing equipment adopts triaxial shear equipment, by specific preparation method of sample, realizes test purpose, and testing procedure is as follows:
(1). the preparation of sample-1
Containing on the weak aspect undisturbed soil sample, along with this weakness aspect vertical direction 45 the degree angles, cut earth pillar, make weak aspect and earth pillar axially in angle of 45 degrees;
" 45 degree angles cut earth pillar " in the described step (1) constitutes in this method " specific preparation method of sample ".
(2). the preparation of sample-2
The earth pillar that step (1) is obtained is whittled into the diameter of regulation;
(3), take out sample, height in accordance with regulations with two ends scabble, weighing; And get the water percentage that surplus soil is measured sample;
(4), sample is saturated;
One can adopt the saturation method of bleeding.Look sample itself and engine request, it is saturated whether the decision sample carries out, and as not testing immediately when saturated, sample should be temporary in the cylinder of preserving moisture.
(5). test, test procedure comprises:
(5)-1 on pressure chamber's base, put waterproof plate, sample, waterproof plate and sample cap successively, outside sample, put rubber membrane, and rubber membrane two ends and base and sample cap are tightened with rubber band; Put pressure shield,, and tighten the base attaching nut equably piston registration coupon center; In the pressure chamber, fill with pure water, tighten vent port, and with piston to Huaihe River dynamometer and sample top.
(5)-2 apply ambient pressure, its size should adapt with the engineering actual loading;
(5)-3 rotate handwheel and rotating piston, when dynamometry during in respect of little reading, the expression piston contacts with the sample cap, and dynamometer and axial displacement meter reading are transferred to zero-bit;
(5)-4 select shear strain rate, starter motor, the clutch coupling that closes begins to shear.Dynamometer of note and axial deformation value are surveyed in the axial strain of the every generation 0.2～0.3% of sample.When peak value appearred in the dynamometer reading, it was 15%～20% that shearing should proceed to axial strain;
(5)-5 motor is closed in off-test, closes the ambient pressure valve, opens vent port, gets rid of the water in the pressure chamber, removes sample, weighing, mensuration sample water percentage;
(6). data analysis
With normal stress σ is horizontal ordinate, and shear stress τ is an ordinate.With the normal stress σ that obtains under different (one should greater than 4 groups) confined pressure condition
nWith destruction shear stress τ
n(
), linking to each other with straight line, the inclination angle of this straight line is an internalfrictionangle, the intercept on the straight line on the longitudinal axis is cohesive strength C; Obtain testing result with this.
More optimize and more particularly, concrete operations step of the present invention is:
(1). the preparation of sample-1
Get and contain weak aspect undisturbed soil sample, earlier cut the soil block that a thickness is 50mm～60mm along the vertical direction of weak aspect with fret-saw, drawing with weak aspect angle with set square is the parallel lines of 45 degree, distance between centers of tracks is about 50mm～60mm, along the line of finishing, cut the earth pillar of one 50 * 50 * 125mm with fret-saw;
(2). the preparation of sample-2
Earth pillar is placed on the cutting soil disk between the lower disc, with fret-saw or cut native cutter near side plate, careful from top to bottom cutting, the rotary disk while cutting is cut into until soil sample till the diameter of regulation, should avoid disturbance during cutting;
(3). take out sample, height in accordance with regulations with two ends scabble, weighing; And get the water percentage that surplus soil is measured sample; The both ends of the surface of sample should be smooth, and are parallel to each other, and lateral vertical is even up and down;
(4). sample is saturated;
One can adopt the saturation method of bleeding.Look sample itself and engine request, it is saturated whether the decision sample carries out, and as not testing immediately when saturated, sample should be temporary in the cylinder of preserving moisture.
(5). test procedure comprises:
(5)-1 on pressure chamber's base, put waterproof plate, sample, waterproof plate and sample cap successively, outside sample, put rubber membrane, and rubber membrane two ends and base and sample cap are tightened with rubber band.Put pressure shield,, and tighten the base attaching nut equably piston registration coupon center.In the pressure chamber, fill with pure water, tighten vent port, and with piston to Huaihe River dynamometer and sample top.
(5)-2 apply ambient pressure, its size should adapt with the engineering actual loading;
(5)-3 rotate handwheel and rotating piston, when dynamometry during in respect of little reading, the expression piston contacts with the sample cap, and dynamometer and axial displacement meter reading are transferred to zero-bit.；
(5)-4 select shear strain rate, starter motor, the clutch coupling that closes begins to shear.Dynamometer of note and axial deformation value are surveyed in the axial strain of the every generation 0.2～0.3% of sample; When peak value appearred in the dynamometer reading, it was 15%～20% that shearing should proceed to axial strain;
(5)-5 motor is closed in off-test, closes the ambient pressure valve, opens vent port, gets rid of the water in the pressure chamber, removes sample, weighing, mensuration sample water percentage;
(6), data analysis,
With normal stress σ is horizontal ordinate, and shear stress τ is an ordinate.With the normal stress σ that obtains under different (one should greater than 4 groups) confined pressure condition
nWith destruction shear stress τ
n(
), linking to each other with straight line, the inclination angle of this straight line is an internalfrictionangle, the intercept on the straight line on the longitudinal axis is cohesive strength C; Obtain testing result with this.
Detection method of the present invention is to adopt: the plane of weakness aspect with add force direction and be miter angle.By testing normal stress σ on the weak inclined-plane
nWith shear stress τ
n, draw intensive parameter c, the φ value of weak aspect.
The principle of work of above method is:
The shear stress and the relation between the normal stress of soil can be with the coulomb The Representation Equation:
τ＝C+σ
ntgφ
In the formula: τ
n, σ
nBe respectively the shear stress and the normal stress that act on certain one side.In triaxial test, they and big principle stress σ
1, minor principal stress σ
3And the angle α of this inclined-plane and big principle stress has following relation:
When the inclination alpha of weak aspect and big principle stress is 45 when spending, on weak aspect
As can be seen, method of the present invention acts on the weak aspect maximum shear, has brought into play the effectiveness of acting force substantially, and computational analysis is simple and clear.
According to the normal stress σ that obtains under the different confined pressure conditions
nWith destruction shear stress τ
n, put respectively on coordinate diagram, with the continuous all points of straight line, the inclination angle of this straight line is an internalfrictionangle, the intercept on the straight line on the longitudinal axis is cohesive strength C.
The present invention adopts special preparation of soil sample method, make weak aspect and earth pillar axially in angle of 45 degrees, do not have method before; Adopt corresponding analytical approach simultaneously, more simpler than original mole garden method.The present invention is different with the steel loop promotion of direct shear apparatus, and soil sample has only one deck rubber membrane outward during triaxial test, can not produce the uneven problem of detrusion.Thereby guaranteed the homogeneity of shear stress and shear strain on the weak aspect, the drainage condition of triaxial apparatus can be controlled in addition, has so just solved the subject matter in the direct shear apparatus test effectively.
Embodiment
Embodiment, three method of testings of weak aspect shear strength characteristics, test method:
Specimen finish is identical with ordinary triaxial test, and the specimen finish of one employing is φ 35mm, and specimen height is 2-2.5 a times of specimen finish.
The preparation of sample
(1). get and contain weak aspect undisturbed soil sample, earlier cut the soil block that a thickness is 50mm-60mm along the vertical direction of weak aspect with fret-saw, drawing with weak aspect angle with set square is the parallel lines of 45 degree, distance between centers of tracks is about 50mm-60mm, along the line of finishing, cut the earth pillar of one 50 * 50 * 125mm with fret-saw.
(2). earth pillar is placed on the cutting soil disk between the lower disc, with fret-saw or cut native cutter near side plate, careful from top to bottom cutting, the rotary disk while cutting is cut into until soil sample till the diameter of regulation, should avoid disturbance during cutting.
(3). take out sample, height in accordance with regulations with two ends scabble, weighing.And get the water percentage that surplus soil is measured sample.The both ends of the surface of sample should be smooth, and are parallel to each other, and lateral vertical is even up and down.
(4). sample is saturated.
One can adopt the saturation method of bleeding.Look sample itself and engine request, it is saturated whether the decision sample carries out, and as not testing immediately when saturated, sample should be temporary in the cylinder of preserving moisture.
(5). test procedure.
(5)-1 on pressure chamber's base, put waterproof plate, sample, waterproof plate and sample cap successively, outside sample, put rubber membrane, and rubber membrane two ends and base and sample cap are tightened with rubber band.Put pressure shield,, and tighten the base attaching nut equably piston registration coupon center.In the pressure chamber, fill with pure water, tighten vent port, and with piston to Huaihe River dynamometer and sample top.
(5)-2 apply ambient pressure, its size should adapt with the engineering actual loading.
(5)-3 rotate handwheel and rotating piston, when dynamometry during in respect of little reading, the expression piston contacts with the sample cap, and dynamometer and axial displacement meter reading are transferred to zero-bit.
(5)-4 select shear strain rate, starter motor, the clutch coupling that closes begins to shear.Dynamometer of note and axial deformation value are surveyed in the axial strain of the every generation of sample 0.2-0.3%.When peak value appearred in the dynamometer reading, it was 15%-20% that shearing should proceed to axial strain.
(5)-5 motor is closed in off-test, closes the ambient pressure valve, opens vent port, gets rid of the water in the pressure chamber, removes sample, weighing, mensuration sample water percentage.
(6). data analysis
With normal stress σ is horizontal ordinate, and shear stress τ is an ordinate.With the normal stress σ that obtains under different (one should greater than 4 groups) confined pressure condition
nWith destruction shear stress τ
n(
), linking to each other with straight line, the inclination angle of this straight line is an internalfrictionangle, the intercept on the straight line on the longitudinal axis is cohesive strength C; Obtain testing result with this.
Claims (8)
1. three of weak aspect shear strength characteristics method of testings is characterized in that, testing equipment adopts triaxial shear equipment, by specific preparation method of sample, realize test purpose, and testing procedure is as follows:
(1). the preparation of sample-1
Containing on the weak aspect undisturbed soil sample, along with this weakness aspect vertical direction 45 the degree angles, cut earth pillar, make weak aspect and earth pillar axially in angle of 45 degrees;
(2). the preparation of sample-2
The earth pillar that step (1) is obtained is whittled into the diameter of regulation;
(3), take out sample, height in accordance with regulations with two ends scabble, weighing; And get the water percentage that surplus soil is measured sample;
(4), sample is saturated;
(5). test;
(6). data analysis
With normal stress σ is horizontal ordinate, and shear stress τ is an ordinate; With the normal stress σ that obtains under the different confined pressure conditions
nWith destruction shear stress τ
n(
), linking to each other with straight line, the inclination angle of this straight line is an internalfrictionangle, the intercept on the straight line on the longitudinal axis is cohesive strength C; Obtain testing result with this.
2. according to three method of testings of the described weak aspect shear strength characteristics of claim 1, it is characterized in that the test procedure of described step (5) comprising:
(5)-1 on pressure chamber's base, put waterproof plate, sample, waterproof plate and sample cap successively, outside sample, put rubber membrane, and rubber membrane two ends and base and sample cap are tightened with rubber band; Put pressure shield,, and tighten the base attaching nut equably piston registration coupon center; In the pressure chamber, fill with pure water, tighten vent port, and with piston to Huaihe River dynamometer and sample top;
(5)-2 apply ambient pressure, its size should adapt with the engineering actual loading;
(5)-3 rotate handwheel and rotating piston, when dynamometry during in respect of little reading, the expression piston contacts with the sample cap, and dynamometer and axial displacement meter reading are transferred to zero-bit;
(5)-4 select shear strain rate, starter motor, the clutch coupling that closes begins to shear; Dynamometer of note and axial deformation value are surveyed in the axial strain of the every generation of sample 0.2-0.3%; When peak value appearred in the dynamometer reading, it was 15%-20% that shearing should proceed to axial strain;
(5)-5 motor is closed in off-test, closes the ambient pressure valve, opens vent port, gets rid of the water in the pressure chamber, removes sample, weighing, mensuration sample water percentage.
3. according to three method of testings of the described weak aspect shear strength characteristics of claim 1, it is characterized in that described step (1). the concrete operations of the preparation of sample-1 are:
Get and contain weak aspect undisturbed soil sample, earlier cut the soil block that a thickness is 50mm-60mm along the vertical direction of weak aspect with fret-saw, drawing with weak aspect angle with set square is the parallel lines of 45 degree, distance between centers of tracks is about 50mm-60mm, along the line of finishing, cut the earth pillar of one 50 * 50 * 125mm with fret-saw.
4. according to three method of testings of the described weak aspect shear strength characteristics of claim 1, it is characterized in that described step (2). the concrete operations of the preparation of sample-2 are:
Earth pillar is placed on the cutting soil disk between the lower disc, with fret-saw or cut native cutter near side plate, careful from top to bottom cutting, the rotary disk while cutting is cut into until soil sample till the diameter of regulation, should avoid disturbance during cutting.
5. according to three method of testings of the described weak aspect shear strength characteristics of claim 1, it is characterized in that described step (3). the concrete operations of taking out sample are: height in accordance with regulations with two ends scabble, weighing; And get the water percentage that surplus soil is measured sample; The both ends of the surface of sample should be smooth, and are parallel to each other, and lateral vertical is even up and down.
6. according to three method of testings of the described weak aspect shear strength characteristics of claim 1, it is characterized in that, the sample of described step (4) is saturated, be meant: look sample itself and engine request, whether the decision sample carries out saturated, as not testing immediately when saturated, sample should be temporary in the cylinder of preserving moisture.
7. according to three method of testings of the described weak aspect shear strength characteristics of claim 1, it is characterized in that in the data analysis of step (6), described " normal stress that obtains under the different confined pressure conditions " is meant should be greater than 4 groups.
8. according to three method of testings of the described weak aspect shear strength characteristics of one of claim 1-7, it is characterized in that the sample of described step (4) is saturated, is to adopt the saturation method of bleeding.
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| CN102305845A (en) * | 2011-07-28 | 2012-01-04 | 河北建设勘察研究院有限公司 | Method for rapidly detecting area unsaturated soil shearing strength |
| CN102645383A (en) * | 2012-04-06 | 2012-08-22 | 中冶集团资源开发有限公司 | Method for measuring shear strength of discontinuous shear plane of rock by utilizing three-shaft compression |
| CN103422484A (en) * | 2013-07-15 | 2013-12-04 | 西南交通大学 | Method for evaluating ground coefficient K30 values of high-speed railway bed coarse particle soil padding |
| CN103528897A (en) * | 2013-10-17 | 2014-01-22 | 三峡大学 | Method for determining critical state parameter in data of large scale triaxial test on coarse-grained soil under high ambient pressure |
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| CN117470699A (en) * | 2023-12-28 | 2024-01-30 | 水利部交通运输部国家能源局南京水利科学研究院 | Test device and method for testing starting shear stress of soil and stones |
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| CN102305845B (en) * | 2011-07-28 | 2014-09-24 | 河北建设勘察研究院有限公司 | Method for rapidly detecting area unsaturated soil shearing strength |
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| CN102645383B (en) * | 2012-04-06 | 2014-12-03 | 中冶集团资源开发有限公司 | Method for measuring shear strength of discontinuous shear plane of rock by utilizing three-shaft compression |
| CN103422484A (en) * | 2013-07-15 | 2013-12-04 | 西南交通大学 | Method for evaluating ground coefficient K30 values of high-speed railway bed coarse particle soil padding |
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