CN102493422B - Nondestructive testing method for compaction quality of rock-soil filled foundation - Google Patents
Nondestructive testing method for compaction quality of rock-soil filled foundation Download PDFInfo
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- CN102493422B CN102493422B CN201110356177.1A CN201110356177A CN102493422B CN 102493422 B CN102493422 B CN 102493422B CN 201110356177 A CN201110356177 A CN 201110356177A CN 102493422 B CN102493422 B CN 102493422B
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Abstract
The invention discloses a nondestructive testing method for the compaction quality of a rock-soil filled foundation. The nondestructive testing method comprises the following steps of: acquiring wave speed data of surface waves of the rock-soil filled foundation; calculating the macroscopic shear wave speed of a rock-soil mixed material; calculating the shear wave speed of fine grained soil in a rock-soil mixed material; calculating the dry density of the fine grained soil in the rock-soil mixed material to obtain characterization compactness; calculating the compaction quality of the fine grained soil according to the characterization compactness and a standard characterization compactness value; and the like. According to the nondestructive testing method for the compaction quality of the rock-soil filled foundation, which is provided by the invention, reasonable evaluation for the compaction quality of the rock-soil filled foundation is realized by testing the compactness of the fine grained soil; by means of the shear waves and the surface waves as test means, the integral compaction condition of the lower part of the foundation can be reflected and the problem of poor representativeness of a measuring point in a traditional method is avoided; in addition, the nondestructive testing method has the advantages of high detection precision, high speed, low cost and no damage to the foundation, thus the nondestructive testing method is a detection technology which can adapt to modern construction of civil engineering and has a broad application prospect.
Description
Technical field
The invention belongs to technical field of buildings, particularly relate to a kind of lossless detection method for compaction quality of rock-soil filled foundation.
Background technology
Because native stone compound has the advantages such as mechanical property is good, cost is lower and be convenient to gather materials on the spot, therefore in filling, the ground of the Large Infrastructure Projects construction such as the highway in plateau, mountain area, railway, airport is used widely at present.The quality of compaction quality of rock-soil filled foundation is directly connected to the Strength and stability of ground, and affects application life and even the operation security of these Large Infrastructure Projects, thereby becomes one of key factor determining engineering construction quality.At present, more for the detection method of compaction quality of rock-soil filled foundation, common are densimetry, drag detection method and engineering experimental methods three classes.The detection method of comprehensive above compaction quality, be applicable to the densimetry of fine grained soils degree of compaction detection when for native stone compound, its maximum dry density can not accurately be determined all the time, and for the larger native stone compound of discreteness, on-the-spot lab scale pit-run earth is difficult to represent the compacting situation of whole soil-stone embankment; Although drag detection method can be measured bulk strength, and can overcome the problem typical of field sampling point, but affect larger because it is subject to the weak degree of former ground, so can not reflect truly the compacting situation of filler, and be difficult to formulate unified compacting criteria, thereby limit its development; Experimental project method can reach good effect for a certain concrete engineering, but is subject to the restriction of the factor such as manpower, fund and is difficult to promote on a large scale.Therefore, above-mentioned these traditional ground method for detecting compacting quality are all difficult to the compaction quality of rational evaluation earth-rock mixture ground.
Summary of the invention
In order to address the above problem, the object of the present invention is to provide the lossless detection method for detection of compaction quality of rock-soil filled foundation that a kind of accuracy of detection is high, principle is simple and with low cost.
In order to achieve the above object, the lossless detection method for compaction quality of rock-soil filled foundation provided by the invention comprises the following step carrying out in order:
1) the S1 stage of collection earth-rock mixture ground ground roll velocity of wave data;
2) calculate S2 stage of native stone compound macroscopic view shear wave velocity;
3) calculate S3 stage of fine grained soils shear wave velocity in native stone compound;
4) calculate the dry density of fine grained soils in native stone compound and then obtain characterizing S4 stage of degree of compaction;
5) extrapolate fine grained soils compaction quality according to characterizing degree of compaction and characterizing degree of compaction standard value, and then draw the S5 stage of compaction quality of rock-soil filled foundation rational evaluation.
In the S5 stage, described sign degree of compaction standard value is that the maximum density based on fine grained soils can reach in native stone compound is set up.
Lossless detection method for compaction quality of rock-soil filled foundation provided by the invention is to realize the rational evaluation to compaction quality of rock-soil filled foundation by the degree of compaction of test fine grained soils, its by means of shearing wave, ground roll as means of testing, not only can reflect the compacting situation of ground bottom entirety, avoid the representative poor problem of traditional detection method measuring point, and accuracy of detection is high, speed is fast, with low cost, ground is not damaged, therefore be a kind of detection technique that can adapt to civil engineering Modern Construction, have broad prospects.
Brief description of the drawings
Fig. 1 is the detection method flow chart for detection of compaction quality of rock-soil filled foundation provided by the invention.
Fig. 2 is provided by the invention for detection of S1 stages operating process schematic diagram in the detection method of compaction quality of rock-soil filled foundation.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the lossless detection method for detection of compaction quality of rock-soil filled foundation provided by the invention is elaborated.
As shown in Figure 1, the lossless detection method for detection of compaction quality of rock-soil filled foundation provided by the invention comprises the following step carrying out in order:
1) the S1 stage of collection earth-rock mixture ground ground roll velocity of wave data: in this stage, as shown in Figure 2, at the middle part, surface of earth-rock mixture ground 1, parallel setting arranged the ground roll wave detectors 2 that standoff distances are arranged more, select multiple hammer points 3 that are positioned at respectively same straight line with above-mentioned many row's ground roll wave detectors 2 in the surface of earth-rock mixture ground 1 side simultaneously, then adopt hammering at hammer point 3 places, the mode exciting of heavy or explosive shooting falls, and utilize ground roll wave detector 2 along survey line 4, the ground roll velocity of wave data at earth-rock mixture ground different depth place to be gathered, obtain the ground roll velocity of wave information in the earth-rock mixture earth-based target degree of depth,
2) calculate S2 stage of native stone compound macroscopic view shear wave velocity: in this stage, according to the ground roll velocity of wave v at the above-mentioned earth-rock mixture ground different depth place collecting
rand ground roll velocity of wave v
rwith macroscopical shear wave velocity v
sbetween relation:
calculate macroscopical shear wave velocity v of the stone compound that is unearthed
s, in formula, μ is the poisson's ratio of native stone compound, wherein the poisson's ratio μ of native stone compound should be determined by laboratory soil test.We provide the recommendation design formulas of the native stone compound poisson's ratio μ of three kinds of typical soil properties through great many of experiments:
Sand compound: μ=0.148n
2-0.209n+5.546 ω
2-0.967 ω+0.419
Silt compound: μ=0.045n
2-0.143n+2.370 ω
2-0.052 ω+0.364
Clay compound: μ=0.083n
2-0.169n+1.784 ω
2-0.312 ω+0.428
3) calculate S3 stage of fine grained soils shear wave velocity in native stone compound: in this stage, the mixed material of different soil samples, different building stones is become moisture content, becomes the compaction test containing stone amount, object is the native stone compound macroscopic view of research shear wave velocity v
s, dependency relation between fine grained soils shear wave velocity and building stones shear wave velocity, and set up the correlation models between three, realize thus the calculating from native stone compound macroscopic view shear wave velocity to fine grained soils shear wave velocity.According to laboratory lot of experiments, fine grained soils shear wave velocity and native stone compound macroscopic view shear wave velocity v
srelational model be:
V in formula
s2for the shear wave velocity of fine grained soils, v
sfor macroscopical shear wave velocity of native stone compound.F
1, f
2, be about moisture content ω with containing the binary function of stone amount n, f
3, f
4for the function of a single variable about moisture content ω.The concrete form of function has difference according to the difference of fine grained soils soil property in native stone compound, and according to a large amount of laboratory tests, the design formulas of three kinds of typical soil properties of recommendation is:
Sand matter compound:
f
1(ω,n)=38347e
0.0277n-63721ω
2+11793ω-38602
f
2(ω,n)=-5.17e
0.63n+209.68ω
3-247.94ω
2+43.74ω+6.87
f
3(ω)=-8969ω
2+861.34ω+324
f
4(ω)=-110.19ω
2+14.491ω+1.06
Silt matter compound:
f
1(ω,n)=50843.34e
0.0196n-38350.2ω
2+6388.28ω-50873.6
f
2(ω,n)=2242.80e
-0.0006n+233.62ω
3+41.77ω
2-2.96ω-2240.9
f
3(ω)=-19864ω
2+2907.3ω+330.25
f
4(ω)=-111.71ω
2+17.16ω+0.436
Clayey compound:
f
1(ω,n)=14918e
0.0568n-15563.5ω
2+2535.4ω-14507.3
f
2(ω,n)=-0.955e
1.0134n-144.88ω
3+52.42ω
2-4.49ω+2.297
f
3(ω)=-25884ω
2+5013.2ω+475.02
f
4(ω)=-49.13ω
2+8.72ω+1.301
4) calculate the dry density of fine grained soils in native stone compound and then obtain characterizing S4 stage of degree of compaction: this stage is divided into two steps, first step is to calculate the dry density of fine grained soils in native stone compound; Second step is the sign degree of compaction of calculating fine grained soils in native stone compound.
In first step, first set up the relation of different soil property shear wave velocities and dry density under different water cut by laboratory test, through lot of experiments, the dry density that provides three kinds of typical soil properties is recommended design formulas:
Sand:
Silt:
Clay:
ρ in formula
dfor native dry density, ω is moisture content, v
sfor native shear wave velocity.
Concrete calculated example is as follows: the moisture content of for example known certain clay is 14.5%, and actual measurement shear wave velocity is 337m/s, asks the now dry density of clay: by ω=14.5%, and v
s=337m/s substitution (2) formula is calculated to obtain ρ
d=1.92g/cm
3.
In second step, first the optimum moisture content and the corresponding maximum dry density thereof that go out corresponding fine grained soils according to the requirement of geotechnological Experimental Standardization at Laboratory Calibration, the maximum dry density of certain fine grained soils that the dry density of then above-mentioned first step being obtained is made divided by laboratory obtains the sign degree of compaction of this fine grained soils.
5) extrapolate fine grained soils compaction quality according to characterizing degree of compaction and characterizing degree of compaction standard value, and then the S5 stage that draws compaction quality of rock-soil filled foundation rational evaluation: the sign degree of compaction of above-mentioned fine grained soils is compared with ' characterize degree of compaction standard value ' (maximum degree of compaction that in the current native stone compound being obtained by test, fine grained soils can reach) and obtain the compaction quality situation of fine grained soils in native stone compound, can draw thus the rational evaluation of compaction quality of rock-soil filled foundation.
In the S5 stage, described sign degree of compaction standard value is that the maximum density based on fine grained soils can reach in native stone compound is set up.
Claims (2)
1. for a lossless detection method for compaction quality of rock-soil filled foundation, it is characterized in that: the described lossless detection method for compaction quality of rock-soil filled foundation comprises the following step carrying out in order:
1) the S1 stage of collection earth-rock mixture ground ground roll velocity of wave data;
2) calculate S2 stage of native stone compound macroscopic view shear wave velocity; In this stage, according to the ground roll velocity of wave v at the above-mentioned earth-rock mixture ground different depth place collecting
rand ground roll velocity of wave v
rwith macroscopical shear wave velocity v
sbetween relation:
calculate macroscopical shear wave velocity v of the stone compound that is unearthed
s, in formula, μ is the poisson's ratio of native stone compound, wherein the poisson's ratio μ of native stone compound should be determined by laboratory soil test;
3) calculate S3 stage of fine grained soils shear wave velocity in native stone compound; According to laboratory lot of experiments, fine grained soils shear wave velocity and native stone compound macroscopic view shear wave velocity v
srelational model be:
V in formula
s2for the shear wave velocity of fine grained soils, v
sfor macroscopical shear wave velocity of native stone compound; f
1, f
2, be about moisture content ω with containing the binary function of stone amount n, f
3, f
4for the function of a single variable about moisture content ω; According to a large amount of laboratory tests, the design formulas of three kinds of typical soil properties of recommendation is:
Sand matter compound:
f
1(ω,n)=38347e
0.0277n-63721ω
2+11793ω-38602
f
2(ω,n)=-5.17e
0.63n+209.68ω
3-247.94ω
2+43.74ω+6.87
f
3(ω)=-8969ω
2+861.34ω+324
f
4(ω)=-110.19ω
2+14.491ω+1.06
Silt matter compound:
f
1(ω,n)=50843.34e
0.0196n-38350.2ω
2+6388.28ω-50873.6
f
2(ω,n)=2242.80e
-0.0006n+233.62ω
3+41.77ω
2-2.96ω-2240.9
f
3(ω)=-19864ω
2+2907.3ω+330.25
f
4(ω)=-111.71ω
2+17.16ω+0.436
Clayey compound:
f
1(ω,n)=14918e
0.0568n-15563.5ω
2+2535.4ω-14507.3
f
2(ω,n)=-0.955e
1.0134n-144.88ω
3+52.42ω
2-4.49ω+2.297
f
3(ω)=-25884ω
2+5013.2ω+475.02
f
4(ω)=-49.13ω
2+8.72ω+1.301
4) calculate the dry density of fine grained soils in native stone compound and then obtain characterizing S4 stage of degree of compaction; This stage is divided into two steps, and first step is to calculate the dry density of fine grained soils in native stone compound; Second step is the sign degree of compaction of calculating fine grained soils in native stone compound;
In first step, first set up the relation of different soil property shear wave velocities and dry density under different water cut by laboratory test, through lot of experiments, the dry density that provides three kinds of typical soil properties is recommended design formulas:
Sand:
Silt:
Clay:
ρ in formula
dfor native dry density, ω is moisture content, v
sfor native shear wave velocity;
In second step, first the optimum moisture content and the corresponding maximum dry density thereof that go out corresponding fine grained soils according to the requirement of geotechnological Experimental Standardization at Laboratory Calibration, the maximum dry density of certain fine grained soils that the dry density of then above-mentioned first step being obtained is made divided by laboratory obtains the sign degree of compaction of this fine grained soils;
5) extrapolate fine grained soils compaction quality according to characterizing degree of compaction and characterizing degree of compaction standard value, and then draw the S5 stage of compaction quality of rock-soil filled foundation rational evaluation.
2. the lossless detection method for compaction quality of rock-soil filled foundation according to claim 1, is characterized in that: in the S5 stage, described sign degree of compaction standard value is that the maximum density based on fine grained soils can reach in native stone compound is set up.
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CN102943461B (en) * | 2012-12-06 | 2014-08-13 | 天津市市政工程设计研究院 | Quantitative analysis method for evaluating dynamic compaction reinforcement effect of foundation by utilizing Rayleigh surface waves |
CN103015390B (en) * | 2013-01-06 | 2015-03-11 | 山东大学 | Method and device for layered simultaneous determination and long-term monitoring of foundation compactness |
CN103245448A (en) * | 2013-04-22 | 2013-08-14 | 中国民航大学 | Nondestructive testing method for bearing capacity of airport pavement in airplane taxiing state |
CN103255755B (en) * | 2013-04-28 | 2015-04-08 | 河海大学 | Lossless method for fast evaluating filling compaction quality of soil building stones in real time and evaluating device thereof |
CN103526736B (en) * | 2013-09-30 | 2015-06-17 | 河北省水利工程局 | Foundation dynamic compaction strengthening quality three-dimensional continuous detection method |
CN104120703B (en) * | 2014-07-28 | 2015-10-07 | 长安大学 | A kind of soil-stone embankment detection methods of compaction degree |
CN104711965B (en) * | 2015-03-23 | 2016-07-27 | 中冶集团武汉勘察研究院有限公司 | A kind of Surface wave inversion shear wave velocity divides the method for foundation of gravelly soil degree of compaction |
CN110133099B (en) * | 2019-05-11 | 2020-04-14 | 四川大学 | Rock-fill dam compaction quality control method based on soil body resonance frequency |
CN111982745A (en) * | 2020-08-17 | 2020-11-24 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | Double-frequency corrected shear wave railway coarse-particle soil roadbed filler density prediction method |
CN112064617B (en) * | 2020-09-07 | 2022-04-05 | 南方电网能源发展研究院有限责任公司 | Soil-stone mixture foundation quality detection method |
CN112301992A (en) * | 2020-10-16 | 2021-02-02 | 西安工程大学 | Nondestructive testing method for foundation soil compactness |
CN112730622B (en) * | 2021-03-16 | 2021-06-22 | 西南交通大学 | Roadbed compaction quality testing method, device and equipment and readable storage medium |
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