CN113376008A - Detection method for shear strength parameter of compacted filling - Google Patents
Detection method for shear strength parameter of compacted filling Download PDFInfo
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- CN113376008A CN113376008A CN202110676483.7A CN202110676483A CN113376008A CN 113376008 A CN113376008 A CN 113376008A CN 202110676483 A CN202110676483 A CN 202110676483A CN 113376008 A CN113376008 A CN 113376008A
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- 238000001514 detection method Methods 0.000 title abstract description 8
- 239000002689 soil Substances 0.000 claims abstract description 42
- 238000000034 method Methods 0.000 claims abstract description 20
- 229910000831 Steel Inorganic materials 0.000 claims description 5
- 239000010959 steel Substances 0.000 claims description 5
- 238000011065 in-situ storage Methods 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 2
- 238000009412 basement excavation Methods 0.000 abstract description 7
- 238000012360 testing method Methods 0.000 description 26
- 238000013461 design Methods 0.000 description 6
- 238000010276 construction Methods 0.000 description 5
- 238000005056 compaction Methods 0.000 description 3
- 238000011835 investigation Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 239000011435 rock Substances 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 238000012937 correction Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 239000000956 alloy Substances 0.000 description 1
- 229910045601 alloy Inorganic materials 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000012067 mathematical method Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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Classifications
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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
- G01N3/02—Details
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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
- G01N2203/0001—Type of application of the stress
- G01N2203/0003—Steady
-
- 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
Abstract
The invention relates to a method for detecting a shear strength parameter of compacted filling, which comprises the following steps: excavating an L-shaped groove on the compacted filling plane; hard triangular plates are placed on soil bodies on the inner sides of the L-shaped grooves, the weight of each hard triangular plate is P1, and three end points of each hard triangular plate are respectively positioned at the turning points and two adjacent edges on the inner sides of the notches of the L-shaped grooves; loading the triangular plate step by step according to a preset time interval until the soil sample body is damaged, wherein the loaded load weight is P2; actually measuring the self weight W of the triangular pyramid soil body formed by damage, the included angle theta between a damage surface and a horizontal plane and the area S of the damage surface; calculating a positive stress sigma and a shear stress tau according to the obtained P1, P2, W, theta and S; repeating the steps to obtain multiple groups of normal stress sigma and shear stress tau; and obtaining final shear strength parameter data from the obtained multiple sets of parameter data. The engineering quantity of the excavation of the filled soil body is reduced, the interference to the soil sample is reduced, the detection tool is greatly simplified, and the cost is greatly reduced.
Description
Technical Field
The invention relates to the technical field of soil body shear strength parameter detection, in particular to a detection method of a compacted filling shear strength parameter.
Background
The shear strength parameter is an important parameter for evaluating side slopes and filling engineering, and the parameter is widely applied to engineering stability and safety design and evaluation of highway and railway filling embankments, airport and building filling sites, water conservancy earth-rock dams and the like.
At present, in the engineering investigation and design stage, aiming at the filling engineering, the shear strength parameters are mainly obtained by adopting an indoor direct shear test and a triaxial test and are given by combining with empirical correction, because the design is prior to the construction, the soil quality condition of actual filling and the compaction condition of filling construction in the construction are unknown or are not completely consistent with the indoor test in the design. In a small part of important projects, a direct shear scheme is adopted to detect the shear strength in a construction site, a square or round pit groove is generally dug in a soil filling body, a convex square or round soil sample is dug in the pit groove (see a soil body test equipment installation schematic diagram in figure 1, and taken from 'rock and soil body site direct shear test regulations' (HG/T20693-2006)), through an oil pressure shearing instrument or a worm wheel penetration pressure shearing instrument (information corresponding to each label in figure 1 is 1-soil sample, 2-shearing box, 3-loading device, 4-force measuring device, 5-rolling sliding plate, 6-displacement measuring instrument, 7-top fork, 8-counter-force supporting rod and 9-counter-force support), a vertical load P is loaded in the vertical direction, a shear load Q is applied to the side surface, and the gradual loading is carried out according to the required interval time, and (3) obtaining corresponding parameter values when the soil body is damaged, obtaining detection data of at least more pairs of shear strength parameters according to the steps, and obtaining final shear strength parameter data through a mathematical method.
From the above, the fitting degree of the indoor test and the actual field is large, the reliability is low, the applicability is poor, the correction must be combined with experience, and the recommended shear strength parameter is only estimated; during field test, the in-process excavation face of on-the-spot preparation sample is more (only the bottom does not excavate), earlier carry out the excavation that the scope is big with the help of machinery, repair with the help of the manual work at last and obtain the soil sample, it is great to produce the disturbance probability, must test with the help of complicated macro equipment, the cost is higher, simultaneously because the different horizon compactedness of the soil body is different, the result that this experiment reachs still is limited overall, from this, need a simple operation, economical and practical's new engineering detection method in the engineering practice of compaction fill out soil urgently.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a method for detecting the shear strength parameter of compacted filling, so as to overcome the defects in the prior art.
The technical scheme for solving the technical problems is as follows: a method for detecting a shear strength parameter of compacted fill soil comprises the following steps:
s01, excavating an L-shaped groove on the compacted filling plane;
s02, placing hard triangular plates on soil bodies on the inner sides of the L-shaped grooves, wherein the weight of the hard triangular plates is P1, and three end points of each triangular plate are respectively positioned at the turning points and two adjacent edges on the inner sides of the notches of the L-shaped grooves;
s03, loading the triangular plate step by step according to a preset time interval until the soil sample body is damaged, wherein the weight of the loaded load is P2;
s04, actually measuring self weight W of the triangular pyramid soil body formed by damage, actually measuring an included angle Q between a damage surface and a horizontal plane, and actually measuring an area S of the damage surface;
s05, calculating a positive stress sigma and a shear stress tau according to the obtained P1, P2, W, theta and S;
s06, repeating the steps S01-S05 to obtain multiple groups of positive stress sigma and shear stress tau;
and S07, obtaining final shear strength parameter data from the multiple sets of parameter data obtained in S06.
On the basis of the technical scheme, the invention can be further improved as follows.
Further, in S01, the L-shaped trench has a width of not less than 0.5m, a length of not less than 2m, and a height of not more than 2 m.
Further, in S02, the triangular plate is a steel plate.
Further, in S03, the load of each stage is applied in an equal amount of 5% to 10% of the normal load when the stage is loaded.
Further, in S03, the preset time interval is 30S.
Further, in S03, a simulation of adding bagged sandbags is performed during the step-by-step loading.
Further, in S06, the number of sets of the obtained parameter data is equal to or greater than one, and each set is not less than three.
Further, in S07, a final in-situ compacted fill shear strength parameter is obtained using a graphical method or a least squares method.
The invention has the beneficial effects that:
1) the original technical requirement is that excavation is needed on the upper surface and the periphery of a soil sample, and the excavation is only needed on two sides of the soil sample, so that the excavation engineering quantity is reduced;
2) the interference to the soil sample is reduced, the more the open face of the soil sample is excavated, the more the soil body stress is released, the higher the interference probability is, the upper part and the periphery of the original technical soil sample are required to be excavated except the bottom, and the soil sample only needs to be excavated at two sides, so that the upper part and the other two side excavation procedures are reduced;
3) the detection tool is greatly simplified, the cost is greatly reduced, the original technology needs to comprise a loading part, a rolling sliding plate, a force measuring device, a displacement measuring instrument, a counter-force system and other related equipment, the required material construction site is easy to obtain, and the materials can be obtained in situ by a hard triangular plate (such as a steel plate) and a bagged sandbag;
4) the operation is simple, the large-scale shear apparatus in the prior art needs professional technicians to operate, the large-scale shear apparatus can be operated by the personnel who only need to be simply trained, bagged sand bags are stacked step by step according to requirements, and the side length and the angle of a soil body damage surface are measured.
Drawings
FIG. 1 is a schematic view of the installation of a soil mass testing apparatus in the prior art;
FIG. 2 is a plan view of the present invention illustrating a cut and filled trench;
FIG. 3 is a perspective view of a soil sample according to the present invention;
FIG. 4 is a top loading and fracturing body view of a soil sample according to the present invention;
FIG. 5 shows the fracture surface of the soil sample of the present invention.
Detailed Description
The principles and features of this invention are described below in conjunction with the following drawings, which are set forth by way of illustration only and are not intended to limit the scope of the invention.
Example 1
As shown in fig. 2 to 5, a method for detecting a shear strength parameter of compacted fill includes the following steps:
s01, excavating an L-shaped groove on the compacted filling plane, wherein the notch profile of the L-shaped groove is recorded as: A-B-C-D-E-F, the point below the point B is marked as O, the depth of the L-shaped groove is marked as BO, AB is perpendicular to BC, BO is perpendicular to AB, and BO is perpendicular to BC;
s02, placing hard triangular plates on soil bodies on the inner sides of the L-shaped grooves, wherein the weight of the hard triangular plates is P1, three end points of each triangular plate are respectively located at the turning points on the inner sides of the notches of the L-shaped grooves and two adjacent edges, namely the three end points of each triangular plate are respectively located on a point B, an edge AB and an edge BC;
s03, loading the soil sample on the triangular plate step by step according to a preset time interval until the soil sample is damaged, wherein the loaded load weight is P2;
s04, actually measuring the self weight W of the triangular pyramid soil body formed by damage, actually measuring the included angle theta between the damage surface and the horizontal plane, actually measuring the area S of the damage surface, recording the damaged triangular pyramid soil body as G-B-J-H, and recording the damage surface as G-J-H;
s05, calculating a positive stress sigma and a shear stress tau according to the obtained P1, P2, W, theta and S; the positive stress sigma is calculated by the formula:
the shear stress tau is calculated by the formula:
s06, repeating the steps S01-S05 to obtain multiple groups of positive stress sigma and shear stress tau;
and S07, obtaining final shear strength parameter data from the multiple sets of parameter data obtained in S06.
Example 2
As shown in fig. 2 to 5, this embodiment is further optimized based on embodiment 1, and specifically includes the following steps:
in S01, the width of the L-shaped groove is not less than 0.5m, the length is not less than 2m, and the height is not more than 2 m.
Example 3
As shown in fig. 2 to 5, this embodiment is further optimized based on embodiment 1, and specifically includes the following steps:
in S02, the triangular plate is preferably a steel plate, but may be another hard plastic or alloy plate.
Example 4
As shown in fig. 2 to 5, this embodiment is further optimized based on embodiment 1, and specifically includes the following steps:
in S03, when loading step by step, each step of load is applied in an equivalent manner according to 5% -10% of the normal load, the preset time interval is 30S, and the loading time interval and the step load are identical to the technical requirements of the original on-site shear test.
Example 5
As shown in fig. 2 to 5, this embodiment is further optimized based on embodiment 1, and specifically includes the following steps:
in S03, the step-by-step loading is realized by adding bagged sandbags in a simulation mode, so that materials can be conveniently obtained in situ.
Example 6
As shown in fig. 2 to 5, this embodiment is further optimized based on embodiment 1, and specifically includes the following steps:
in S06, the number of sets of the obtained parameter data is equal to or greater than one, each set is no less than three, and the more the number of sets or points is, the more accurate the result is, in the case of the same fill and compaction degree.
Example 7
As shown in fig. 2 to 5, this embodiment is further optimized based on embodiment 1, and specifically includes the following steps:
in S07, a graphical method or a least square method is adopted to obtain the final on-site compacted filling shear strength parameters (see section 7 of data arrangement in rock and soil body on-site direct shear test protocol (HG/T20693-2006)).
Test comparison analysis table
Description of the drawings:
1. the original field shear test and the simple test of the invention are mainly divided into two steps of slotting and field test;
2. the cost of original grooving and field test is based on the engineering investigation design charging standard; the slotting cost is determined according to the engineering investigation design charging standard, and the field test cost is determined according to the engineering quantity and the related quota;
3. the cost is only related to one group of test, the comprehensive test cost of the simple shear test is only 0.22 time of the cost of the original on-site shear test, in practice, multiple groups of tests are required, the triangular steel plate and the geotechnical sandbag can be repeatedly utilized, the test cost is saved, and the table is not considered;
4. in the aspect of work efficiency, compared with the original field shear test, the invention has the advantages that the work amount of grooving is relatively reduced, meanwhile, because the invention is simple to operate, a plurality of positions or a plurality of groups can be simultaneously carried out, and the original field shear test has higher requirements on equipment and operators and generally needs to be carried out in sequence, the more the field shear tests are, the more the work efficiency of the invention is obvious.
Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention, and that variations, modifications, substitutions and alterations can be made to the above embodiments by those of ordinary skill in the art within the scope of the present invention.
Claims (8)
1. A method for detecting the shear strength parameter of compacted fill is characterized by comprising the following steps:
s01, excavating an L-shaped groove on the compacted filling plane;
s02, placing hard triangular plates on soil bodies on the inner sides of the L-shaped grooves, wherein the weight of the hard triangular plates is P1, and three end points of each triangular plate are respectively positioned at the turning points and two adjacent edges on the inner sides of the notches of the L-shaped grooves;
s03, loading the soil sample on the triangular plate step by step according to a preset time interval until the soil sample is damaged, wherein the loaded load weight is P2;
s04, actually measuring self weight W of the triangular pyramid soil body formed by damage, actually measuring an included angle Q between a damage surface and a horizontal plane, and actually measuring an area S of the damage surface;
s05, calculating a positive stress sigma and a shear stress tau according to the obtained P1, P2, W, theta and S;
s06, repeating the steps S01-S05 to obtain multiple groups of positive stress sigma and shear stress tau;
and S07, obtaining final shear strength parameter data from the multiple sets of parameter data obtained in S06.
2. The method as claimed in claim 1, wherein in S01, the L-shaped groove has a width not less than 0.5m, a length not less than 2m and a height not greater than 2 m.
3. The method for detecting the shear strength of compacted fill as claimed in claim 1 or 2, wherein the triangular plate is a steel plate in the step S02.
4. The method for detecting the shear strength of compacted fill according to claim 1, 2 or 3, wherein in the step S03, the load of each step is applied in an amount of 5-10% of the normal load when the step is applied.
5. The method as claimed in claim 1, wherein the predetermined time interval in S03 is 30S.
6. The method as claimed in claim 4, wherein in step S03, the step-by-step loading is simulated by adding bagged sand bags.
7. The method as claimed in claim 1, wherein in step S06, the number of sets of the obtained parameter data is equal to or greater than one, and each set is not less than three.
8. The method as claimed in claim 7, wherein in step S07, the final in-situ compacted fill shear strength parameter is obtained by using a graphical method or a least square method.
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| CN202110676483.7A CN113376008A (en) | 2021-06-18 | 2021-06-18 | Detection method for shear strength parameter of compacted filling |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20100063177A (en) * | 2008-12-03 | 2010-06-11 | 한국수자원공사 | Measurement method and device of characteristics of soil compaction in laboratory |
| CN109297824A (en) * | 2018-11-06 | 2019-02-01 | 石家庄铁道大学 | The geosynthetics staight scissors drawing one test device of dynamic load can be applied |
| CN109839497A (en) * | 2019-02-15 | 2019-06-04 | 武汉理工大学 | A kind of indoor standardization device and scaling method for middle coarse granule filling compaction detection depth |
| CN110130300A (en) * | 2019-05-17 | 2019-08-16 | 中冶集团武汉勘察研究院有限公司 | Rammer/compacting filling soil layer characteristic load bearing capacity method is determined using shear wave velocity |
| CN110886331A (en) * | 2019-12-20 | 2020-03-17 | 广州市建筑科学研究院有限公司 | Device and method for measuring bonding strength and filter pressing effect of slurry and soil body |
| CN213015474U (en) * | 2020-06-16 | 2021-04-20 | 中工武大设计研究有限公司 | Loading hole built-in fitting location frock |
| CN112945758A (en) * | 2021-04-12 | 2021-06-11 | 重庆市市政设计研究院有限公司 | Detection method for shear index of compacted filling |
-
2021
- 2021-06-18 CN CN202110676483.7A patent/CN113376008A/en not_active Withdrawn
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20100063177A (en) * | 2008-12-03 | 2010-06-11 | 한국수자원공사 | Measurement method and device of characteristics of soil compaction in laboratory |
| CN109297824A (en) * | 2018-11-06 | 2019-02-01 | 石家庄铁道大学 | The geosynthetics staight scissors drawing one test device of dynamic load can be applied |
| CN109839497A (en) * | 2019-02-15 | 2019-06-04 | 武汉理工大学 | A kind of indoor standardization device and scaling method for middle coarse granule filling compaction detection depth |
| CN110130300A (en) * | 2019-05-17 | 2019-08-16 | 中冶集团武汉勘察研究院有限公司 | Rammer/compacting filling soil layer characteristic load bearing capacity method is determined using shear wave velocity |
| CN110886331A (en) * | 2019-12-20 | 2020-03-17 | 广州市建筑科学研究院有限公司 | Device and method for measuring bonding strength and filter pressing effect of slurry and soil body |
| CN213015474U (en) * | 2020-06-16 | 2021-04-20 | 中工武大设计研究有限公司 | Loading hole built-in fitting location frock |
| CN112945758A (en) * | 2021-04-12 | 2021-06-11 | 重庆市市政设计研究院有限公司 | Detection method for shear index of compacted filling |
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Inventor after: Hu Min Inventor after: Ye Kang Inventor after: Wu Qiang Inventor after: Gao Yukun Inventor before: Hu Min |
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Application publication date: 20210910 |
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