CN111157368A - Fine acquisition method for rock-soil shear strength parameters under excavation supporting condition - Google Patents
Fine acquisition method for rock-soil shear strength parameters under excavation supporting condition Download PDFInfo
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- CN111157368A CN111157368A CN202010095929.2A CN202010095929A CN111157368A CN 111157368 A CN111157368 A CN 111157368A CN 202010095929 A CN202010095929 A CN 202010095929A CN 111157368 A CN111157368 A CN 111157368A
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- 239000002689 soil Substances 0.000 title claims abstract description 138
- 238000009412 basement excavation Methods 0.000 title claims abstract description 46
- 238000000034 method Methods 0.000 title claims abstract description 26
- 239000011435 rock Substances 0.000 claims abstract description 23
- 238000010998 test method Methods 0.000 claims abstract description 18
- 238000012360 testing method Methods 0.000 claims description 64
- 238000007596 consolidation process Methods 0.000 claims description 28
- 238000005336 cracking Methods 0.000 claims description 4
- 238000004458 analytical method Methods 0.000 abstract description 11
- 238000010008 shearing Methods 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 238000007660 shear property test Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008021 deposition Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0025—Shearing
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/025—Geometry of the test
- G01N2203/0256—Triaxial, i.e. the forces being applied along three normal axes of the specimen
Abstract
The invention provides a method for finely acquiring rock-soil shear strength parameters under excavation supporting conditions, which comprises the following specific steps: step 1, judging a potential slip crack surface of a soil body according to the actual condition of an unloaded rock-soil body; step 2, judging the states of different areas of the rock-soil mass according to the potential slip crack surface, and dividing the states into an area I, an area II and an area III; step 3, selecting different shear strength parameter test methods according to stress paths of stress states of a region I, a region II and a region III in the rock-soil body excavation process; and 5, obtaining unloading shear strength parameters of rock and soil masses in different areas according to different test methods selected by the rock and soil masses in different areas, and determining the soil mass stability of different areas of the soil mass. According to the invention, the regions are divided according to the stress state change under the condition of unloading the rock-soil mass, and a proper triaxial test method is selected for different regions, so that the unloading shear strength parameter of the rock-soil mass can be finely obtained, and a more detailed and accurate basis is provided for the safety stability analysis of a foundation pit or a side slope.
Description
Technical Field
The invention relates to an analysis method for obtaining shear strength parameters under the condition of geotechnical excavation supporting, in particular to an analysis method for finely obtaining the shear strength parameters in the problem of unloading geotechnical engineering of foundation pit or slope excavation.
Background
Shear strength index cohesive force of rock-soil massc、Angle of frictionφThe method is necessary for evaluating the physical and mechanical properties of rock and soil. The triaxial shear test is a well-known important test method for researching the indexes. According to the experimental principle, assuming that a rock-soil mass microcell is in a balanced state, one point of the rock-soil mass microcell must have three stresses acting on mutually perpendicular planes, which are respectively called as large principal stressσ 1 Central principal stressσ 2 Small principal stressσ 3 (ii) a The action surfaces perpendicular to the three main stresses are respectively called a large main stress surface, a middle main stress surface and a small main stress surface. In practical engineering, for homogeneous strata such as uniform deposition, the stress in two horizontal directions is generally considered to be equal, and the problem of axial symmetry is often treated, namelyσ 2 ＝σ 3 And performing the test under an axisymmetric stress state, namely, performing a conventional triaxial test.
However, in an actual complex rock-soil environment, for example, when a foundation pit or a side slope is excavated and unloaded, the stress state of a part of a rock body area changes, and a true triaxial test needs to be considered for the fact that a conventional triaxial test in some specific areas cannot meet the actual requirements. The true triaxial test is to simulate the stress state borne by any small unit in the rock body under the condition that the rock body is subjected to load; researching the relation between the main stress and the strain and the strength characteristic, namely the constitutive relation of soil, under the condition that the main stress direction is fixed; in the test, main stress is respectively applied to all mutually vertical main stress surfaces of the sampleσ 1 、σ 2 Andσ 3 i.e. the specimen exerts three principal stresses independently on three mutually perpendicular planesσ 1 、σ 2 、σ 3 (ii) a The result measured by the true triaxial test method can reflect the real constitutive relation more than that of a false triaxial test, namely an axisymmetric triaxial test, and is more complex.
Indoor tests and numerical calculation show that the stress path has great influence on the stability and deformation of the foundation pit, the stability coefficient calculated by the shear strength index obtained by the conventional triaxial loading test is larger, the horizontal displacement and the internal force value of the pit wall of the foundation pit are smaller, and the foundation pit is in a relatively dangerous state. Therefore, if the influence of the unloading process on the shear strength index of the soil body is neglected, adverse effects are inevitably caused to the design and calculation of the foundation pit support.
At present, no effective, reasonable and refined analysis method for obtaining the unloading shear strength of the rock-soil mass exists, and particularly no analysis method for obtaining the shear strength parameters in a refined manner aiming at the problem of excavation unloading geotechnical engineering of a foundation pit or a side slope exists.
Disclosure of Invention
The method aims to overcome the defect that the conventional triaxial test method is uniformly selected for the unloading condition of the traditional rock-soil mass, and the shear strength parameters of the rock-soil mass in different areas cannot be accurately obtained. The invention provides a method for finely acquiring rock-soil shear strength parameters under the excavation supporting condition, so that the accurate shear strength parameters of rock-soil bodies in different areas under the condition of excavation unloading of the rock-soil bodies can be acquired, and a more detailed and accurate basis is provided for the safety and stability analysis of a foundation pit or a side slope.
The technical scheme adopted by the invention is as follows:
a method for finely acquiring rock-soil shear strength parameters under the excavation supporting condition is characterized by comprising the following specific steps:
step 1, judging a potential slip crack surface of a soil body according to the actual condition of an unloaded rock-soil body;
and 4, obtaining unloading shear strength parameters of rock and soil masses in different areas according to different test methods selected by the rock and soil masses in different areas, and determining the soil mass stability of different areas of the soil mass.
In the step 1, the soil body is a foundation pit or a side slope, the unearthed plane of the foundation pit or the side slope is an original platform, an excavation area is excavated to form an excavation platform, and the potential slip crack surface of the excavation platform is judged.
In the step 2, dividing the rock-soil mass under the unloading state between the lower part of the excavation platform and the potential slip crack surface into a region I, dividing the rock-soil mass under the unloading state between the lower part of the original platform and the potential slip crack surface into a region III, wherein a plurality of prestressed anchor cables are arranged in the region III, and the prestressed anchor cables are connected with the pile foundation; dividing soil outside the potential slip fracture surface into a region II; the large main stress of the area I of the rock-soil body of the area I is reduced, the main stress of the area I and the main stress of the area I are unchanged, the large main stress of the area II, the main stress of the area II and the main stress of the area II of the rock-soil body of the area II are unchanged, the main stress of the area III of the rock-soil body of the area III is increased, and the large main stress of the area III and the main stress of the area III are unchanged.
In the step 3, the area I is subjected to an axial unloading triaxial test, the area II is subjected to a triaxial test, and the area III is subjected to a lateral loading triaxial test.
The area I is subjected to an axial unloading triaxial test, and the axial unloading stress path of the area I is an axial pressure slaveγh1 staged unloading toγ(h 1-h 0), whereinγThe volume weight of the soil body, h0 the excavation height, h1 the original depth of the test, that is, when the foundation pit or the side slope is excavated in n grades, the rock and soil sample in the area I is firstly subjected to axial pressureγAnd h1, performing drainage consolidation under the original stress state, then performing drainage consolidation in n grades according to the grading excavation condition to simulate the unloading stress path, and performing a shear test on the sample after the consolidation is completed by all unloading.
And the area II is subjected to a conventional triaxial test, and after the rock soil sample in the area II is subjected to drainage consolidation in an original stress state, the sample is subjected to a shear test.
The III area is subjected to a side loading triaxial test, and the side loading stress path of the III area is a side pressure small main stress slave k0 γh2 Loading to k0 γh2+ T, wherein k0H2 is the lateral pressure coefficient, T is the original depth of the test, T is the average stress of the prestressed anchor cable on the soil body, i.e. the rock-soil sample in the III area is firstly under the lateral pressure and the main stress k0 γh2, performing drainage consolidation under the original stress state, and then loading to k0 γh2+ T drainage consolidation simulates a loading stress path, and after the consolidation is completed, a shear test is carried out on the sample.
The invention has the beneficial effects that:
because the stress path of the rock-soil body in the stress state can change under the condition of unloading, the overall adoption of the same shear test method is unreasonable, and the rock-soil body stress state testing method divides the rock-soil body into a region I, a region II and a region III according to the stress state change conditions of different regions of the rock-soil body, thereby conforming to the actual stress state condition of the rock-soil body.
According to the change conditions of the stress paths of the main stresses of different areas, the rock-soil mass is considered to be damaged along the weakest shearing surface to select a triaxial test, and the axial unloading triaxial test is used for the area I, the conventional triaxial test is used for the area II, and the lateral loading triaxial test is used for the area III.
Under the condition of unloading the rock-soil body, the large main stress and the medium main stress of the rock-soil body in the area III are not changed, but the small main stress is increased, the area cannot select a conventional triaxial test with the medium main stress and the small main stress being equal, and the shear strength parameter can be more accurately obtained only by adopting a true triaxial test with lateral loading.
According to the stress state change under the condition of rock-soil mass unloading, the region division is carried out, and the appropriate triaxial test method is selected for different regions, so that the rock-soil mass unloading shear strength parameter can be finely obtained, and a more detailed and accurate basis is provided for the safety stability analysis of a foundation pit or a side slope.
The following will be further described with reference to the accompanying drawings.
Drawings
FIG. 1 is a schematic diagram of a rock-soil partition under excavation and support conditions.
In the figures, the reference numbers are: 1. an original platform; 2. excavating an area; 3. excavating a platform; 4. a slip surface; 5. a region I; 5-1, large main stress of a region I; 5-2, main stress in zone I; 5-3, primary stress of a region I; 6. a zone II; 6-1, large main stress of a region II; 6-2, main stress in zone II; 6-3, main stress of a region II; 7. a zone III; 7-1, large main stress of a III area; 7-2, principal stress in zone iii; 7-3, III district main stress; 8. a pre-stressed anchor cable; 9. pile foundation.
Detailed Description
Example 1:
the method aims to overcome the defect that the conventional triaxial test method is uniformly selected for the unloading condition of the traditional rock-soil mass, and the shear strength parameters of the rock-soil mass in different areas cannot be accurately obtained. The invention provides a method for finely acquiring rock-soil shear strength parameters under excavation supporting conditions as shown in figure 1, and the method can acquire more accurate shear strength parameters of rock-soil masses in different areas under the condition of excavation unloading of the rock-soil masses and provide more detailed and accurate basis for the safety and stability analysis of foundation pits or side slopes.
A method for finely acquiring rock-soil shear strength parameters under the excavation supporting condition is characterized by comprising the following specific steps:
step 1, judging a potential slip crack surface 4 of a soil body according to the actual condition of an unloaded rock-soil body;
and 4, obtaining unloading shear strength parameters of rock and soil masses in different areas according to different test methods selected by the rock and soil masses in different areas, and determining the soil mass stability of different areas of the soil mass.
Because the stress path of the rock-soil body in the stress state can change under the condition of unloading, the overall adoption of the same shear test method is unreasonable, and the rock-soil body stress state testing method divides the rock-soil body into the I area 5, the II area 6 and the III area 7 according to the stress state change conditions of different areas of the rock-soil body, thereby conforming to the actual stress state condition of the rock-soil body. According to the change condition of each main stress path of different areas, a triaxial test is selected by considering the damage of the rock-soil body along the weakest shearing surface, area division is carried out according to the stress state change under the unloading condition of the rock-soil body, and a proper triaxial test method is selected for different areas, so that the unloading shearing strength parameter of the rock-soil body can be acquired in a refined manner, and a more detailed and accurate basis is provided for the safety and stability analysis of a foundation pit or a side slope.
Example 2:
based on the embodiment 1, in this embodiment, in the step 1, the soil body is a foundation pit or a side slope, an unearthed plane of the foundation pit or the side slope is an original platform 1, an excavation platform 3 is formed after the excavation area 2 is excavated, and a potential slip crack surface 4 is determined.
Preferably, in the step 2, the rock-soil mass under the unloading state between the lower part of the excavation platform 3 and the potential slip cracking surface 4 is divided into a region I5, the rock-soil mass under the unloading state between the lower part of the original platform 1 and the potential slip cracking surface 4 is divided into a region III 7, a plurality of prestressed anchor cables 8 are arranged in the region III 7, and the prestressed anchor cables 8 are connected with the pile foundation 9; the soil outside the potential slip crack surface 4 is divided into a II area 6; the large main stress 5-1 in the area I of the rock-soil body 5 in the area I is reduced, the main stress 5-2 in the area I and the small main stress 5-3 in the area I are unchanged, the large main stress 6-1 in the area II, the main stress 6-2 in the area II and the small main stress 6-3 in the area II of the rock-soil body 6 in the area II are unchanged, the small main stress 7-3 in the area III of the rock-soil body 7 in the area III is increased, and the large main stress 7-1 in the area III and the main stress 7-2 in the area III are unchanged.
Preferably, in the step 3, an axial unloading triaxial test is selected as the area I5, a triaxial test is selected as the area II 6, and a lateral loading triaxial test is selected as the area III 7.
Preferably, the I area 5 adopts an axial unloading triaxial test, and the axial unloading stress path of the I area 5 is axial pressureγh1 staged unloading toγh1-h0, whereinγThe volume weight of the soil body, h0 the excavation height, h1 the original depth of the test, namely when the foundation pit or the side slope is excavated in n grades, the I area 5 rock soil sample firstly has axial pressureγAnd h1, performing drainage consolidation under the original stress state, then performing drainage consolidation in n grades according to the grading excavation condition to simulate the unloading stress path, and performing a shear test on the sample after the consolidation is completed by all unloading.
Preferably, the area II 6 is a conventional triaxial test, and after the drainage consolidation of the area II 6 rock-soil sample is carried out in the original stress state, the shear test is carried out on the sample.
Preferably, the III area 7 adopts a lateral loading triaxial test, and the lateral loading stress path of the III area 7 is a lateral pressure small main stress 7-3 slave k0 γh2 Loading to k0 γh2+ T, wherein k0The lateral pressure coefficient is, h2 is the original depth of the test, and T is the prestressed anchor cable acting on the soil bodyThe average stress of the III area 7 rock-soil sample is firstly small in lateral pressure and the principal stress k0 γh2, performing drainage consolidation under the original stress state, and then loading to k0 γh2+ T drainage consolidation simulates a loading stress path, and after the consolidation is completed, a shear test is carried out on the sample.
The invention aims to realize the method for finely acquiring the rock-soil shear strength parameters under the excavation supporting condition, which comprises the following steps:
step 1, judging a potential slip crack surface 4 of a foundation pit or a side slope according to the actual condition of unloading rock and soil mass;
step 5, the axial unloading stress path of the I area 5 is axial pressureγh1 staged unloading toγ(h 1-h 0), whereinγThe volume weight of the soil body, h0 the excavation height, h1 the original depth of the test, namely when the foundation pit or the side slope is excavated in n grades, the I area 5 rock soil sample firstly has axial pressureγh1, performing drainage consolidation under the original stress state, then performing drainage consolidation in n grades according to the grading excavation condition to simulate the unloading stress path, and performing a shear test on the sample after the consolidation is completed by all unloading; after drainage consolidation is carried out on a rock-soil sample in the area II 6 under the original stress state, a shear test is carried out on the sample; the lateral loading stress path of the III area 7 is a lateral pressure small main stress 7-3 slave k0 γh2 Loading to k0 γh2+ T, wherein k0The lateral pressure coefficient (value is obtained according to experience), h2 is the original depth of the test, T is the average stress of the prestressed anchor cable acting on the soil body, namely the rock-soil test sample in the III area is firstly subjected to small main stress k under the lateral pressure0 γh2, performing drainage consolidation under the original stress state, and then loading to k0 γh2+ T drainage consolidation is carried out to simulate a loading stress path, and a shear test is carried out on the sample after consolidation is completed;
and 6, obtaining the shear strength parameters under the excavation supporting condition of the rock and soil masses in different areas according to different test methods selected by the rock and soil masses in different areas, and providing more detailed and accurate basis for the safety stability analysis of the foundation pit or the side slope.
Under the condition of unloading the rock-soil body, the large main stress and the medium main stress of the rock-soil body in the III area 7 are not changed, but the small main stress is increased, a conventional triaxial test with the medium main stress and the small main stress being equal cannot be selected in the area, and the shear strength parameters can be more accurately obtained only by adopting a triaxial test with lateral loading. According to the stress state change under the condition of rock-soil mass unloading, the region division is carried out, and the appropriate triaxial test method is selected for different regions, so that the rock-soil mass unloading shear strength parameter can be finely obtained, and a more detailed and accurate basis is provided for the safety stability analysis of a foundation pit or a side slope.
The above examples are merely illustrative of the present invention and should not be construed as limiting the scope of the invention, which is intended to be covered by the claims and any design similar or equivalent to the scope of the invention. The methods and steps of the present invention which are not described in detail are well known and commonly used in the art, and are not described herein.
Claims (7)
1. A method for finely acquiring rock-soil shear strength parameters under the excavation supporting condition is characterized by comprising the following specific steps:
step 1, judging a potential slip crack surface (4) of a soil body according to the actual condition of the unloaded rock-soil body;
step 2, judging the states of different areas of the rock-soil body according to the potential slip crack surface (4), and dividing the states into an area I (5), an area II (6) and an area III (7);
step 3, selecting different shear strength parameter test methods according to stress paths of stress states of the area I (5), the area II (6) and the area III (7) in the rock-soil body excavation process;
and 5, obtaining unloading shear strength parameters of rock and soil masses in different areas according to different test methods selected by the rock and soil masses in different areas, and determining the soil mass stability of different areas of the soil mass.
2. The method for finely acquiring the rock-soil shear strength parameters under the excavation supporting condition according to claim 1, characterized by comprising the following steps of: in the step 1, the soil body is a foundation pit or a side slope, the unearthed plane of the foundation pit or the side slope is an original platform (1), an excavation platform (3) is formed after an excavation area (2) is excavated, and a potential slip crack surface (4) of the excavation platform is judged.
3. The method for finely acquiring the rock-soil shear strength parameters under the excavation supporting condition according to claim 1, characterized by comprising the following steps of: in the step 2, the rock and soil mass under the unloading state between the lower part of the excavation platform (3) and the potential slip cracking surface (4) is divided into a region I (5), the rock and soil mass under the unloading state between the lower part of the original platform 1 and the potential slip cracking surface (4) is divided into a region III (7), a plurality of prestressed anchor cables (8) are arranged in the region III (7), and the prestressed anchor cables (8) are connected with a pile foundation (9); the soil outside the potential slip crack surface (4) is divided into a II area (6); the large main stress (5-1) of the area I of the rock-soil body of the area I (5) is reduced, the main stress (5-2) of the area I and the small main stress (5-3) of the area I are unchanged, the large main stress (6-1) of the area II, the main stress (6-2) of the area II and the small main stress (6-3) of the area II of the rock-soil body of the area II (6) are unchanged, the small main stress (7-3) of the area III of the rock-soil body of the area III (7) is increased, and the large main stress (7-1) of the area III and the main stress (7-2) of the area III are unchanged.
4. The method for finely acquiring the rock-soil shear strength parameters under the excavation supporting condition according to claim 1, characterized by comprising the following steps of: in the step 3, an axial unloading triaxial test is selected for the area I (5), a triaxial test is selected for the area II (6), and a lateral loading triaxial test is selected for the area III (7).
5. The method for finely acquiring the rock-soil shear strength parameters under the excavation supporting condition according to claim 4, characterized by comprising the following steps of: the I area (5) adopts an axial unloading triaxial test, and the axial unloading stress path of the I area (5) is axial pressureγh1 staged unloading toγ(h 1-h 0), whereinγThe volume weight of the soil body, h0 the excavation height, h1 the original depth of the test, namely when the foundation pit or the side slope is excavated in n grades, the rock and soil sample in the area I (5) is firstly subjected to axial pressureγAnd h1, performing drainage consolidation under the original stress state, then performing drainage consolidation in n grades according to the grading excavation condition to simulate the unloading stress path, and performing a shear test on the sample after the consolidation is completed by all unloading.
6. The method for finely acquiring the rock-soil shear strength parameters under the excavation supporting condition according to claim 4, characterized by comprising the following steps of: and the area II (6) adopts a conventional triaxial test, and after the rock and soil sample in the area II (6) is subjected to drainage consolidation in an original stress state, the sample is subjected to a shear test.
7. The method for finely acquiring the rock-soil shear strength parameters under the excavation supporting condition according to claim 4, characterized by comprising the following steps of: the III area (7) adopts a lateral loading triaxial test, and the lateral loading stress path of the III area (7) is a secondary k with small lateral pressure and main stress (7-3)0 γh2 Loading to k0 γh2+ T, wherein k0H2 is the lateral pressure coefficient, T is the original depth of the test, T is the average stress of the prestressed anchor cable on the soil body, i.e. the rock-soil sample in the III area (7) is firstly under the lateral pressure and the main stress k0 γh2, performing drainage consolidation under the original stress state, and then loading to k0 γh2+ T drainage consolidation simulates a loading stress path, and after the consolidation is completed, a shear test is carried out on the sample.
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| CN112557216A (en) * | 2020-11-16 | 2021-03-26 | 中冶集团武汉勘察研究院有限公司 | Method and device for testing shear strength index of foundation pit support |
| CN112557216B (en) * | 2020-11-16 | 2023-07-18 | 中冶集团武汉勘察研究院有限公司 | Method and device for testing shear strength index of foundation pit support |
| CN112666010A (en) * | 2020-12-25 | 2021-04-16 | 辽宁工程技术大学 | Method for determining unsaturated strength parameter of silty sand under foundation pit precipitation condition |
| CN112666010B (en) * | 2020-12-25 | 2022-07-15 | 辽宁工程技术大学 | Method for determining unsaturated strength parameter of silty-fine sandy soil under foundation pit precipitation condition |
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