CN113569414B - Construction method of hammering number correction coefficient model for extra-heavy dynamic sounding test - Google Patents
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Abstract
The invention relates to the technical field of cone dynamic sounding tests, and discloses a method for constructing a hammering number correction coefficient model of an extra-heavy dynamic sounding test, so that the hammering number correction coefficient can be quickly and accurately acquired when an extra-heavy dynamic sounding test is carried out on a deep coverage layer with the test depth of more than 20 m. Aiming at a sample area, the invention obtains the accurate and reliable N of a soil layer with the test depth of less than 20m through a field dynamic sounding test 120 The deformation modulus of the soil body with the test depth within 20m can be obtained according to the drilling side pressure test, so as to obtain the engineering area N 120 ～E 0 A relation which can be extended down to a test depth exceeding 20m under the condition of the same stratum lithology of the soil body of the engineering area, and has a known deformation modulus E of the soil body 0 With the actual measured number of hits N' 120 In the case of (2), the impact number correction coefficient having a test depth of 20m or more can be derived by inverse-fitting using a nonlinear relation. The invention is suitable for the ultra-heavy type dynamic touch test.
Description
Technical Field
The invention relates to the technical field of cone dynamic sounding tests, in particular to a method for constructing a hammering number correction coefficient model of an extra-heavy dynamic sounding test.
Background
In a plurality of geotechnical engineering in-situ test methods, one of the in-situ test methods which is simple and convenient for cone dynamic sounding test is used for quantitatively judging physical and mechanical properties of various soil layers, such as density of sand soil and gravelly soil, state of cohesive soil, bearing capacity of the sand soil, gravelly soil and cohesive soil, deformation modulus and the like after correction calculation is carried out according to relevant specifications according to test hit numbers, and has wide application. However, in practical application, the hammer number correction of relevant regulations such as domestic geotechnical engineering investigation regulations and the like is only applicable to shallow coverage layers with test depth within 20m (because the hammer number correction coefficient with the length of a sounding rod (test depth) smaller than 20m is only given by geotechnical engineering investigation regulations (GB 50021-2001)), and along with the subsequent construction of large hydropower stations in southwest areas, the test depth often exceeds 20m and reaches 70-80m or even below 100m in geological investigation work meeting deep or ultra-deep coverage layers. Therefore, the conventional test correction cannot meet engineering requirements, and the uncorrected test value cannot be applied to accurate judgment conversion of important engineering geological parameters such as foundation bearing capacity, deformation modulus and the like.
Disclosure of Invention
The invention aims to solve the technical problems that: the construction method of the hammering number correction coefficient model for the extra-heavy power sounding test is provided, so that the hammering number correction coefficient can be rapidly and accurately obtained when the extra-heavy power sounding test is carried out on a deep coverage layer with the test depth of more than 20 m.
In order to solve the problems, the first technical scheme adopted by the invention is as follows: the construction method of the hammering number correction coefficient model for the extra-heavy dynamic sounding test comprises the following steps:
s1, selecting a sample area, simultaneously carrying out an extra-heavy dynamic sounding test and a side pressure test on a plurality of positions in a covering layer of the sample area, and dividing the obtained test data into two groups, wherein the first group is test data with a test depth of less than 20m, and the second group is test data with a test depth of more than 20 m;
s2, converting the field actual measurement hammering number and the length of the feeler lever in the first group of test data into hammering number correction values according to the existing industry specifications; converting the bypass molding amount to a deformation modulus for the bypass molding amount in the first set of test data;
s3, performing first relation fitting on the hammering correction value and the deformation modulus obtained in the step S2 to obtain a relation formula I about the hammering correction value and the deformation modulus;
s4, converting the side pressing die quantity into a corresponding hammering number correction value according to the relation I obtained in the step S3 for the side pressing die quantity in the second group of test data;
s5, calculating to obtain a corresponding hammering number correction coefficient according to the field actually measured hammering number in the second group of test data and the hammering number correction value obtained in the step S4;
s6, performing second relation fitting on the hammering number correction coefficient obtained in the step S5 and the field actual measurement hammering number and the feeler lever length in the second group of test data to obtain a second relation formula about the hammering number correction coefficient, the field actual measurement hammering number and the feeler lever length, wherein the second relation formula is a hammering number correction coefficient model.
Further, in step S2, the conversion of the field measured hammering number into the hammering number correction value according to the existing industry standard means: firstly, acquiring a recommended hammering number correction coefficient from a cone-shaped dynamic sounding hammer number correction table B.0.2 in an annex B of geotechnical engineering investigation Specification (GB 50021-2001) according to the length of a touch probe rod; and then calculating the corrected value of the hammering amount according to the actually measured hammering amount and the recommended corrected coefficient of the hammering amount.
Further, step S2 converts the bypass molding amount into a deformation modulus by the following formula:
E 0 ＝KE m
K＝1+61.1m -1.5 +0.00065(V 0 -167.6)
wherein K is a relation coefficient between deformation modulus and side compression molding amount; v (V) 0 The volume of the cavity of the initial side pressure device is expressed in cm 3 The method comprises the steps of carrying out a first treatment on the surface of the m is the ratio of the side pressing amount to the side pressing test static limiting pressure; e (E) 0 The deformation modulus is expressed in Mpa; e (E) m The unit is Mpa.
Further, the first relation is:
E 0 ＝2.475N 120 +11.1
wherein N is 120 For correction of hammer number, E 0 Is the deformation modulus.
Further, in both the first relationship fitting and the second relationship fitting, matlab software was used to perform the fitting based on the reliability domain (Turst-Region) method and the double square (Bisquare) method.
Further, step S5 calculates the hammer number correction coefficient by the following formula:
N 120 ＝α·N′ 120
wherein N is 120 For the correction value of the number of hits, N' 120 For the field measured number of hits, α is the correction factor.
Further, the final obtained hammering number correction coefficient model is as follows:
wherein N' 120 For the actual measurement of the number of hammers in the field, L is the length of the feeler lever, and alpha is the correction coefficient.
The beneficial effects of the invention are as follows: the invention refers to related regulations, domestic and foreign literature and other data and combines with deep coverage dam construction project examples of a certain hydropower station project in southwest to break through the regulation limit, and adopts mathematical methods such as Trust-Region method, bisquare method and the like based on MATLAB softwareObtaining the relation among the correction coefficient of the number of the hammers, the actual measured number of the hammers and the length of the feeler lever on site, namely the model of the correction coefficient of the number of the hammers
Therefore, when the number of the hammers is corrected, the number of the hammers can be calculated rapidly and accurately according to the length of the touch rod and the number of the hammers actually measured on site, and the number of the hammers is corrected by using the number of the hammers. The problem that the hammer number is difficult to correct when the ultra-heavy dynamic sounding test is carried out on the deep coverage layer with the test depth of more than 20m at present is effectively solved.
Drawings
FIG. 1 is a flowchart of an embodiment for obtaining a mathematical model of a modified coefficient of the number of hits;
FIG. 2 is a graph showing deformation modulus E 0 Impact number correction value N 120 Fitting an analysis chart;
FIG. 3 is a deformation modulus E 0 Impact number correction value N 120 Fitting a result residual error map;
FIG. 4 is a graph of relative error versus absolute error statistical analysis;
FIG. 5 is a graph showing the statistical analysis of the actual correction factors and calculated values.
Detailed Description
In order to obtain a geotechnical engineering in-situ test method applicable to a deep (with the thickness larger than 20 m) coating, related achievements of drilling side pressure tests and extra-heavy power sounding are synchronously developed in a plurality of drilling holes in a large hydropower engineering in southwest China, the characteristics of converting foundation soil deformation modulus are utilized by using the two test achievements, an optimization algorithm combining Trust-Region method (Trust-Region) and double square principle (bissquare) is adopted, and nonlinear fitting and error analysis are carried out on the extra-heavy power sounding rod length correction coefficient in the current specification based on MATLAB mathematical optimization software. The research obtains a set of binary function model which exceeds the standard limit and is suitable for the extra heavy power touch probe rod length correction coefficient of the deep coating, meanwhile, the correlation obtained according to the impact number correction value of the test result is solved, the correlation model among foundation soil deformation modulus, foundation bearing capacity and actual measured impact number is obtained, and the feasibility of wider range use is provided for the experience data sheet in the current standard and academic result. The specific procedures of the examples are described in detail below.
1. Study thought and calculation principle
1.1 study thought
According to the great work practice of the former, aiming at foundation soil with the thickness of the covering layer less than 20m, the modification coefficient of the ultra-heavy cone dynamic sounding hammer number (with the length of the rod less than 20 m) is listed in annex B of the geotechnical engineering investigation Specification (GB 50021-2001) of China
N 120 ＝α·N‘ 120 (10)
Wherein N is 120 For the correction value of the number of hits, N' 120 For the actual measurement of the hammering number on site, alpha is a correction coefficient, and can be obtained by looking up a table in the specification in foundation soil above 20 m. The correction coefficient of foundation soil above 20m has wide applicability and higher accuracy due to the fact that a large number of engineering project verification summaries are passed.
N 120 After the acquisition, the method can be used for judging relevant important engineering geological parameters such as foundation bearing capacity, foundation deformation modulus and the like on the basis of combining soil stratum lithology and physical mechanical properties, and a plurality of different N are listed in relevant regulations in China 120 Modulus of deformation E with soil layer 0 Mathematical relationship (N) 120 ～E 0 ) For example, the table in "Protect for Power feelings" of Ministry of railways (TBJ 18-87) and the relation of "foundation design Specification for buildings in Chengdu area" are attached, and N in each Specification 120 ～E 0 The relation only reflects the physical and mechanical characteristics of the soil body and is irrelevant to the depth of the soil layer.
Therefore, aiming at geological conditions of different engineering areas, the accurate and reliable N of soil layers with test depth within 20m (namely, the length L of a sounding rod is less than 20 m) can be obtained through on-site dynamic sounding test 120 The deformation modulus of the soil body with the test depth within 20m can be obtained according to the standard or other test modes (such as a drilling side pressure test), thereby obtaining the engineering area N 120 ～E 0 A relational expression which can be oriented under the condition of the same stratum lithology of the soil body of the engineering areaExtending down to a test depth exceeding 20m, at a known soil deformation modulus E 0 With the actual measured number of hits N' 120 Under the condition of (2), the hammer number correction coefficient with the test depth of more than 20m can be derived by utilizing nonlinear fitting reverse-pushing through mathematical relation, so that the limitation of the current rule specification in China is extended, and the method is popularized to other engineering ranges with similar physical and mechanical characteristics of soil.
1.2 engineering data Source
The sample area research is carried out by adopting field actual measurement data of a large hydropower project in southwest China, a plurality of exploration test drilling holes are distributed in an engineering field, wherein a plurality of groups of ultra-heavy dynamic sounding tests and drilling side pressure tests are synchronously carried out in the plurality of drilling holes, the sample area research comprises a cover layer soil body with test depth of less than 20m and also comprises a cover layer soil body with test depth of more than 20m, the stratum of the engineering field is a set of middle and fine sand deposited in river and lake phases, the characteristics are single, and a set of hammer number correction and application model with test depth of more than 20m can be explored by utilizing the embodiment research thought.
1.3 mathematical fitting calculation method
The embodiment mainly uses the Trust-Region method and the biplane method (Bisquare) to develop related modeling and research through MATLAB mathematical calculation software.
The investigation of trust domain methods began with Powell. The algorithm is forced to require that the distance between the new iteration point and the current iteration point does not exceed a certain control amount at each iteration. The control step size is introduced because conventional linear search methods often fail algorithms due to step size being too large, especially when the problem is ill-conditioned. The control step size is essentially equivalent to extremum a simple model that approximates the original problem in a neighborhood centered around the current iteration point. This technique is understood to be reliant on the approximation model in only one neighborhood, so this neighborhood is called the trust domain, and the method that exploits this technique is also called the trust domain method. The size of the trust zone is adjusted stepwise by iteration. In general, the confidence domain may be expanded if the current iteration model better approximates the original problem, otherwise the confidence domain should be contracted.
The key components of the trust domain approach are how the trust domain heuristics are made and how to decide whether the heuristics are acceptable, which is typically a solution to the sub-problem. Therefore, how to find the confidence domain heuristics is essentially due to the construction of the sub-problem, determining whether the heuristics are acceptable is typically done using a cost function that is obviously the objective function for unconstrained optimization problems, and is often a penalty function for constrained optimization problems, if the heuristics drop the cost function.
The flow of the embodiment for constructing the hammering number correction coefficient model of the overweight dynamic penetration test can be shown in figure 1 by combining the ideas 1.1-1.3.
2. Test model establishment and result analysis
According to exploration, the cover layer of a dam site of a certain engineering in the southwest is deep and has a complex hierarchical structure, and the method mainly comprises flood accumulation, barrier lake phase deposition, ice accumulation and ice water accumulation, slope flood accumulation, debris flow accumulation, wind accumulation and the like according to the types of the components.
Wherein the main work of the test is concentrated in the layer (3) containing the gravel and the coarse sand in the layer (3) with the soil layer thickness of 200m below the ground surface of 6 m-12 m.
The study mainly collects the side pressure test data of 100 groups of site holes in 9 holes, wherein the numbers of the test holes are as follows: ZK102 (12.0 m-95.2 m), ZK106 (16.2 m-82.4 m), ZK204 (14.5 m-78.2 m), ZK401 (15.8 m-52.8 m), ZK403 (21.8 m-84.2 m), ZK404 (13.9 m-67.2 m), ZK504 (10.5 m-45.2 m), ZK505 (23.5 m-92.2 m), ZK506 (19.8 m-82.5 m). According to the research thought, the embodiment sorts and analyzes the data of each drilling hole in the same depth position, which is used for carrying out the extra-heavy dynamic penetration test and the drilling hole side pressure test, the statistical discrimination method is adopted for carrying out the pretreatment of the survey data, the individual abnormal data (data with larger variability) are abandoned, meanwhile, the relatively smaller number (in a trusted zone) of the differences is properly regulated, so that the influence of various factors in the data acquisition path on sample data is reduced, 13 groups of covering layers with the test depth less than 20m are finally sorted, 13 groups of data are recorded as a first group of test data, 61 groups of covering layers with the test depth more than 20m are recorded as a second group of test data.
2.1 analysis of test data with test depth less than 20m
For the side pressure measurements in the first set of test data, the deformation modulus was calculated according to the engineering geology handbook (fourth edition) formula:
E 0 ＝K·E m (12)
K＝1+61.1m -1.5 +0.0065(V 0 -167.6) (13)
wherein K is a relation coefficient between deformation modulus and side compression molding amount; v (V) 0 Is the volume (cm) of the cavity in the initial side pressure device 3 ) M is the ratio of the side pressing amount to the side pressing test static limiting pressure; e (E) 0 Is the deformation modulus (Mpa); e (E) m Is the side compression molding (Mpa).
For the on-site actually measured hammering number and the length of the feeler lever in the first group of test data, and the actually measured hammering number of the dynamic feeler lever corresponding to the depth (namely the length of the feeler lever) is corrected according to annex B of the geotechnical engineering prospecting Specification (GB 50021-2001), so as to obtain the correct and feasible corrected hammering number N 120 Details are shown in Table 1
TABLE 1 test depth < 20m deformation modulus E 0 Correcting the number of hits N 120 Statistical table
Table1 Statistics ofdeformation modulusE 0 and modified hammering counts N 120 at depth＜20m
Based on MATLAB software platform, deformation modulus E 0 Impact number correction value N 120 The first fitting analysis is performed, so that the fitting effect is better, and the detail is shown in fig. 2 and 3.
Matlab calculation results are as follows (source code abbreviation):
Linear model Poly1:
f(x)＝p1*x+p2
Coefficients(with 95％confidence bounds):
p1＝2.475(2.309,2.641)
p2＝11.1(9.907,12.29)
Goodness of fit:
SSE:5.333
R-square:0.9895
Adjusted R-square:0.9886
RMSE:0.6963
the relation between the deformation modulus and the impact number correction value can be obtained according to the Matlab software fitting calculation result:
E 0 ＝2.475·N 120 +11.1 (14)
the relation value is expressed in 3-2-24 Chengdu area pebble soil N in engineering geology handbook of China (fourth edition) 120 And modulus of deformation E 0 Verification analysis is carried out on the relation table of (a) to obtain |delta E|E [0.08,2.77 ]]Relative error delta epsilon [0.25%,6.93%]The fitting result has higher fitting degree, and meanwhile, the difference between the soil layer of the project and the engineering geological characteristics of pebble soil in the Chengdu area is considered, so that the error is reasonable.
For this purpose, the result of equation (14) can be further analyzed and modeled into a deep coating with a test depth of more than 20 m.
2.2 calculation of correction coefficient of the number of overweight dynamic sounding hammers in deep coverage with test depth exceeding 20m
In the deep coverage layer with test depth > 20m, 61 sets of test data of the second set of test data are taken as raw data (see table 2).
Wherein E is 0 The data are all drill hole side pressure test data calculated according to formulas (12) and (13), N 120 ' is field measured data, and the measured hammering number N 120 ' and deformation modulus E 0 Is sorted according to the corresponding depth (length of the rod).
Using the calculation formula (14) calculated in section 2.1 above, and combining formula (10), the hammer number correction coefficient α value of each of the corresponding 61 sets of data can be calculated (see Table 3).
TABLE 2 test depth > 20m deformation modulus E 0 And the actual measured hammering number N 120 Statistical table
Table2 Statistics of deformation modulusE 0 and in-situ test hammering counts N` 120 at depth＞20m
TABLE 3 modified hammer number N for test depth > 20m 120 Statistics of the impact number correction coefficient alpha
Table3 Statistics of modified hammering counts N 120 and modify coefficientαat depth＞20m
From the results of the above table, the present study has obtained 61 groups of test depths (feeler lever lengths) L with a cover layer depth of 20-80m, measured hammer number N 120 And the drilling side pressure test result is adopted, the deformation modulus is used as a hammering number correction coefficient alpha obtained by back calculation of the bridging relation, the test data volume is sufficient, and the Matlab is used for fitting the mathematical model for the second time based on the Turst-Region method and the Bisquare method.
Matlab calculation results are as follows (source code abbreviation):
General model:
f(x,y)＝a*x^b*y^(c*log(x)+d)
Coefficients(with 95％confidence bounds):
a＝2.919(2.402,3.435)
b＝-0.3911(-0.4351,-0.347)
c＝0.03494(0.01926,0.05062)
d＝-0.2645(-0.328,-0.2011)
Goodness of fit:
SSE:0.002406
R-square:0.9919
Adjusted R-square:0.9915
RMSE:0.006497
as can be seen from the above calculation results, a=3.487, b= -0.4368, c=0.0489, d= -0.3201, and therefore, the calculation formula of the dynamic sounding pulse correction coefficient is as follows:
2.3 error analysis
And obtaining correction coefficient calculated values of different samples according to the calculation formula, and simultaneously, respectively calculating absolute errors and relative errors according to the following formula.
The absolute error Δα of the hammer count correction coefficient can be expressed as:
Δα＝α-α 0 (16)
the relative error δ of the hammer count correction coefficient can be expressed as:
error analysis is carried out on the fitting result according to the formulas 16 and 17, the analysis result is shown in fig. 4 and 5, and according to the analysis result, the fitting result has higher coincidence degree with the original data, which indicates that the dynamic sounding hammer number correction coefficient established by the project has certain accuracy and applicability.
3. Model achievement verification
The part adopts the relative literature materials of the hydropower station of China gold sand Jiang Wudong to verify the correction coefficient model (formula) of the deep and thick coverage layer rod length obtained in the second part.
Wu Dongde the dam site river bed coating of the hydropower station is deep, influences the dam selection, cofferdam stability and energy dissipation modes, and is one of the main engineering geology problems of the dam site. In 2003, the Yangtze river three gorges survey institute carried out a great deal of exploration test research on the river bed coating material composition, structure and engineering characteristics by adopting various effective means such as domestic drilling sampling, in-situ testing and the like aiming at the conditions of large thickness of the river bed coating, complex component structure, various reasons and difficult in-situ testing of the original sample. The engineering synchronously develops a drilling side pressure test and actual measurement superduty dynamic sounding at the position of 46.3m of the depth of the covering layer, and obtains related data, so that the engineering is suitable for the research thought of the text, and the relation obtained in the text can be subjected to primary verification in the project (see Table 4) so as to analyze the application effect of the model of the text. Example data are from literature.
Table 4 Wu Dongde hydropower station overburden dynamic sounding and side pressure test results are compared by calculation results of the research method
The actual measured hammering number is corrected and converted into deformation modulus by adopting the mathematical model, and then is compared with the deformation modulus of the actual measured side pressure test of the Wu Dongde hydropower station, and the error analysis and comparison after calculation are shown in Table 5
Table 5 error analysis comparison table
From the above, the experimental comparison between the actual measurement side pressure test data and the actual measurement extra-heavy power sounding data at the position of the actual measuring rod length 46.3m of the hydropower station in the gold sand Jiang Wudong De, the relative error of the method adopted by the embodiment of the invention is only 0.17%, and the accuracy is very high.
4. Model achievement application
When the number of hits is corrected, we can calculate the hit number correction coefficient according to the length of the feeler lever, the number of hits actually measured in the field, and the formula (15), and then use the hit number correction coefficient and the formula (10) to perform the hit number correction. The problem that the hammer number is difficult to correct when the ultra-heavy dynamic sounding test is carried out on the deep coverage layer with the test depth of more than 20m at present is effectively solved.
Claims (7)
1. The construction method of the hammering number correction coefficient model for the extra-heavy dynamic sounding test is characterized by comprising the following steps of:
s1, selecting a sample area, simultaneously carrying out an extra-heavy dynamic sounding test and a side pressure test on a plurality of positions in a covering layer of the sample area, and dividing the obtained test data into two groups, wherein the first group is test data with a test depth of less than 20m, and the second group is test data with a test depth of more than 20 m;
s2, converting the field actual measurement hammering number and the length of the feeler lever in the first group of test data into hammering number correction values according to the existing industry specifications; converting the bypass molding amount to a deformation modulus for the bypass molding amount in the first set of test data;
s3, performing first relation fitting on the hammering correction value and the deformation modulus obtained in the step S2 to obtain a relation formula I about the hammering correction value and the deformation modulus;
s4, converting the side pressing die quantity into a corresponding hammering number correction value according to the relation I obtained in the step S3 for the side pressing die quantity in the second group of test data;
s5, calculating to obtain a corresponding hammering number correction coefficient according to the field actually measured hammering number in the second group of test data and the hammering number correction value obtained in the step S4;
s6, performing second relation fitting on the hammering number correction coefficient obtained in the step S5 and the field actual measurement hammering number and the feeler lever length in the second group of test data to obtain a second relation formula about the hammering number correction coefficient, the field actual measurement hammering number and the feeler lever length, wherein the second relation formula is a hammering number correction coefficient model.
2. The method for constructing the modified coefficient model of the number of hits in the ultra-heavy power penetration test according to claim 1, wherein in the step S2, the step of converting the number of hits actually measured in the field into the modified value of the number of hits according to the existing industry specifications means: firstly, acquiring a recommended hammering number correction coefficient from a cone-shaped dynamic sounding hammer number correction table B.0.2 in an annex B of geotechnical engineering investigation Specification (GB 50021-2001) according to the length of a touch probe rod; and then calculating the corrected value of the hammering amount according to the actually measured hammering amount and the recommended corrected coefficient of the hammering amount.
3. The method for constructing a modified coefficient model of the number of hits for an extra heavy dynamic penetration test according to claim 1, wherein step S2 converts the bypass compression modulus into the deformation modulus by the following formula:
E 0 =KE m
K=1+61.1m -1.5 +0.00065(V 0 -167.6)
wherein K is a relation coefficient between deformation modulus and side compression molding amount; v (V) 0 The volume of the cavity of the initial side pressure device is expressed in cm 3 The method comprises the steps of carrying out a first treatment on the surface of the m is the ratio of the side pressing amount to the side pressing test static limiting pressure; e (E) 0 The deformation modulus is expressed in Mpa; e (E) m The unit is Mpa.
4. The method for constructing a modified coefficient model of the number of hits in an extra heavy dynamic penetration test according to claim 1, wherein the first relation is:
E 0 =2.475N 120 +11.1
wherein N is 120 For correction of hammer number, E 0 Is the deformation modulus.
5. The method for constructing the hammering correction coefficient model for the extra heavy dynamic sounding test according to claim 1, wherein the first relation fitting and the second relation fitting are both performed by using Matlab software based on a trust domain method and a biplane method.
6. The method for constructing a model of the impact number correction coefficient for the extra heavy dynamic penetration test according to claim 1, wherein step S5 calculates the impact number correction coefficient by the following formula:
N 120 ＝α·N‘ 120
wherein N is 120 For the correction value of the number of hits, N' 120 Is implemented in the fieldThe number of hammering, alpha is the correction coefficient.
7. The method for constructing a modified coefficient model of the number of hits in an extra heavy dynamic penetration test according to claim 1, wherein the modified coefficient model of the number of hits is obtained as follows:
α=2.919L -0.3911 Ν′ 120 (0.0349lnL-0.2645)
wherein N' 120 For the actual measurement of the number of hammers in the field, L is the length of the feeler lever, and alpha is the correction coefficient.
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