CN112627149B - Dynamic penetration test method for boulder filled foundation - Google Patents
Dynamic penetration test method for boulder filled foundation Download PDFInfo
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- CN112627149B CN112627149B CN202011504334.4A CN202011504334A CN112627149B CN 112627149 B CN112627149 B CN 112627149B CN 202011504334 A CN202011504334 A CN 202011504334A CN 112627149 B CN112627149 B CN 112627149B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/022—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention discloses a dynamic penetration test method for a boulder filled foundation, which comprises the following steps: establishing a functional relation between a novel dynamic sounding hammering number and an extra-heavy dynamic sounding hammering number; step two, carrying out a novel dynamic penetration test and a particle analysis test on the foundation to be detected; converting the hammering number of the extra-heavy dynamic sounding through the function relation in the step one; and step four, obtaining the mechanical index of the foundation according to the existing experience data. The invention converts the novel dynamic sounding hammering number into the ultra-heavy dynamic sounding hammering number in the test by establishing the functional relation between the novel dynamic sounding hammering number and the ultra-heavy dynamic sounding hammering number, and solves the problems of difficult penetration and low efficiency when the ultra-heavy dynamic sounding meets large stones by using the novel dynamic sounding for detection.
Description
Technical Field
The invention relates to a dynamic penetration test method for a boulder filled foundation, and belongs to the technical field of dynamic penetration tests for boulder filled foundations.
Background
The mountainous regions in the western region of China are widely distributed, along with the development of national economy, the continuous promotion of urbanization, and the 'mountain opening and land building' become an important means for obtaining flat land in the western region of China. Aiming at the western mountainous area, a large amount of boulders can be formed in the excavation process, and the boulders are used as filling materials of filling engineering, so that the filling engineering is economical and convenient. After filling is completed, the engineering property of a soil sample determines the stability of a foundation, the conventional conical dynamic penetration test can judge the change of a soil layer according to the penetration impact number, penetration degree or dynamic penetration resistance of a probe to evaluate the engineering property of soil, but when large stones are met, the strength and rigidity of the large stones are high, the conventional conical dynamic penetration test has the disadvantages of small drop weight, insufficient drop weight energy and difficult penetration, and test data cannot be obtained.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the dynamic penetration test method for the large stone filled foundation is provided to solve the problems in the prior art.
The technical scheme adopted by the invention is as follows: a dynamic penetration test method for a boulder filled foundation comprises the following steps:
step one, on the basis of extra-heavy dynamic sounding equipment, increasing the weight of a hammer, the drop distance and the diameter of a probe rod to form novel dynamic sounding equipment;
step two, respectively establishing a statistical function relation between the novel dynamic sounding hammering number and the overweight dynamic sounding hammering number under the conditions of silt, fine sand, medium sand, coarse sand, gravel, round (angular) gravel and gravel through tests:
N120＝aN240+b；
in the formula, N240The number of the novel dynamic sounding hammering is determined;
N120the number of the novel dynamic sounding hammering is determined;
a and b are calculation parameters which change along with the average particle size of the soil sample;
step three, analyzing parameters a and b and the average particle diameter d of the soil sample in the statistical function relation between the novel dynamic penetration hammer number and the extra-heavy dynamic penetration hammer number under the conditions of silt, fine sand, medium sand, coarse sand, gravel, round (angle) gravel and ovum (broken) stone50The parameters a and b and the average grain diameter d of the soil sample are established50Functional relationship between:
a＝f(d50)
b＝g(d50)；
step four, carrying out a novel dynamic penetration test to obtain a novel dynamic penetration hammering number N of a test point soil layer240And carrying out particle analysis test on the soil sample of the test point to obtain the average particle diameter d of the test point1Average particle diameter d of test point1Substituting the parameters a and b in the step three and the average grain diameter d of the soil sample50The functional relation between the two parameters obtains the parameter a ═ f (d) under the soil sample condition1) And the parameter b ═ g (d)1) Substituting the parameters a and b into the step two to obtain a relation function between the novel dynamic sounding hammering number and the extra-heavy dynamic sounding hammering number under the soil sample condition
N120＝f(d1)N240+g(d1)；
Step five, testing the soil layer novel dynamic penetration hammer number N in the step four240Substituting into the relation function N between the novel dynamic penetration test hammering number and the extra-heavy dynamic penetration test hammering number under the soil sample condition in the fourth step120＝f(d1)N240+g(d1) Obtaining the converted extra-heavy dynamic sounding hammering number;
and step six, substituting the converted extra-heavy dynamic sounding hammering number into an existing mechanical parameter index and extra-heavy dynamic sounding hammering number empirical relation table such as foundation soil compactness, deformation parameters and foundation bearing capacity to obtain mechanical parameters required by engineering, for example, in the fifth edition of engineering geological handbook, looking up a table for 3-2-9 to obtain foundation soil compactness, looking up a table for 3-3-32 to obtain a foundation bearing capacity characteristic value, and looking up a table for 3-3-39 to obtain a foundation deformation modulus.
The parameters of the increased hammer weight, the increased drop distance and the increased diameter of the probe rod are as follows: the weight of the hammer is 240kg, the falling distance is 1.25m, and the diameter of the probe rod is 65 mm.
The invention has the beneficial effects that: compared with the prior art, the method increases the weight, the drop distance and the diameter of the probe rod, establishes the novel dynamic penetration test, establishes the functional relation between the hammering number of the novel dynamic penetration test and the hammering number of the ultra-heavy dynamic penetration test through the test, converts the hammering number of the novel dynamic penetration test into the hammering number of the ultra-heavy dynamic penetration test during the test, and solves the problems of difficult penetration and low efficiency of the ultra-heavy dynamic penetration test when encountering large stones by using the novel dynamic penetration test.
Drawings
FIG. 1 is a flow chart of the present invention.
Detailed Description
The invention is further described with reference to the accompanying drawings and specific embodiments.
Example 1: as shown in figure 1, the invention discloses a novel dynamic sounding detection method for a boulder filled foundation, which comprises the following implementation processes: on the basis of the ultra-heavy dynamic sounding, the weight, the falling distance and the diameter of a probe rod are increased, wherein the weight of the hammer is 240kg, and the falling distance is 1.25m and 65mm of probe rod diameter, and manufacturing novel dynamic sounding equipment. The method comprises the steps of respectively carrying out novel dynamic sounding and extra-heavy dynamic sounding comparison tests on silt, fine sand, medium sand, coarse sand, gravel, round (corner) gravel and pebble (crushed) stones under different compactness conditions, respectively drawing novel dynamic sounding and extra-heavy dynamic sounding hammer hit number scatter diagrams of the silt, fine sand, medium sand, coarse sand, gravel, round (corner) gravel and pebble (crushed) stones in origin software, analyzing the scatter diagrams, and eliminating abnormal data. Fitting the novel dynamic sounding and the ultra-heavy dynamic sounding scatter diagram by using linear fitting in origin software to obtain a functional relation between the novel dynamic sounding and the ultra-heavy dynamic sounding hammering number, N120＝aN240+ b. Carrying out particle analysis test on the soil samples for test to obtain particle grading curve of each soil sample, and reading out average particle diameter d on the grading curve50. Using origin software to draw a scatter diagram of the average particle size of the soil sample and the calculation parameters a and b of the functional relation, analyzing the change rule of the calculation parameters a and b along with the average particle size of the soil sample, and using polynomial fitting in the origin software to obtain the average particle size d of the soil sample and the a and b50Is equal to f (d)50)、b＝g(d50). When formal detection is carried out, a novel dynamic penetration test is carried out on the foundation to obtain the novel dynamic penetration hammering number N of the soil layer of the test point240And carrying out particle analysis test on the soil sample in the test area to obtain the average particle diameter d of the soil sample1Average particle diameter d1And N240Substituting the functional relationship a ═ f (d)50)、b＝g(d50) Obtaining the converted ultra-heavy dynamic sounding hammering number N120＝f(d1)N240+g(d1). And substituting the converted extra-heavy dynamic sounding hammering number into the existing experimental relation table of mechanical parameter indexes such as foundation soil compactness, deformation parameters, foundation bearing capacity and the like and the extra-heavy dynamic sounding hammering number to obtain mechanical parameters required by engineering, for example, in the fifth edition of engineering geology handbook, looking up the table for 3-2-9 to obtain the foundation soil compactness, looking up the table for 3-3-32 to obtain the characteristic value of the foundation bearing capacity, and looking up the table for 3-3-39 to obtain the foundation deformation modulus according to the extra-heavy dynamic sounding hammering number.
The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of changes or substitutions within the technical scope of the present invention, and therefore, the scope of the present invention should be determined by the scope of the claims.
Claims (2)
1. A dynamic penetration test method for a large stone filled foundation is characterized by comprising the following steps: the method comprises the following steps:
step one, on the basis of extra-heavy dynamic sounding equipment, increasing the weight of a hammer, the drop distance and the diameter of a probe rod to form novel dynamic sounding equipment;
step two, respectively establishing a statistical function relation between the novel dynamic sounding hammering number and the overweight dynamic sounding hammering number under the conditions of silt, fine sand, medium sand, coarse sand, gravel sand, round gravel and pebble through tests:
N120＝aN240+b；
in the formula, N240The number of the novel dynamic sounding hammering is determined;
N120the number of the ultra-heavy dynamic sounding hammering is determined;
a and b are calculation parameters which change along with the average particle size of the soil sample;
step three, calculating parameters a and b and the average particle diameter d of the soil sample according to the statistical function relationship between the novel dynamic penetration hammering number and the overweight dynamic penetration hammering number under the conditions of silt, fine sand, medium sand, coarse sand, gravel sand, round gravel and pebble50The parameters a and b and the average grain diameter d of the soil sample are established50Functional relationship between:
a＝f(d50)
b＝g(d50)；
step four, carrying out a novel dynamic penetration test to obtain a novel dynamic penetration hammering number N of a test point soil layer240And carrying out particle analysis test on the soil sample of the test point to obtain the average particle diameter d of the test point1Average particle diameter d of test point1Substituting the parameters a and b in the step three and the average grain diameter d of the soil sample50The functional relationship between the two results in a ═ f (d)1) And b ═ g (d)1) Substituting the parameters a and b into the step two to obtain a relation function N between the novel dynamic sounding hammering number and the extra-heavy dynamic sounding hammering number under the soil sample condition120＝f(d1)N240+g(d1)；
Step five, testing the soil layer novel dynamic penetration hammer number N in the step four240Substituting into the relation function N between the novel dynamic penetration test hammering number and the extra-heavy dynamic penetration test hammering number under the soil sample condition in the fourth step120＝f(d1)N240+g(d1) Obtaining the converted extra-heavy dynamic sounding hammering number;
and step six, substituting the converted overweight dynamic sounding hammering number into the existing empirical relation table of mechanical parameter indexes such as foundation soil compactness, deformation parameters and foundation bearing capacity and the overweight dynamic sounding hammering number to obtain the mechanical parameters required by the engineering.
2. The dynamic penetration test method for the boulder filled foundation according to claim 1, characterized in that: the parameters of the increased hammer weight, the increased drop distance and the increased diameter of the probe rod are as follows: the weight of the hammer is 240kg, the falling distance is 1.25m, and the diameter of the probe rod is 65 mm.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106198266A (en) * | 2016-06-30 | 2016-12-07 | 长江三峡勘测研究院有限公司（武汉） | A kind of overlength bar is heavy, superduty circular cone dynamic sounding blow counts modification method |
| CN109283076A (en) * | 2018-08-03 | 2019-01-29 | 天津大学 | Method based on dynamic sounding index calibration system evaluation calcium soil relative compaction |
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| CN104164860B (en) * | 2014-08-12 | 2015-12-02 | 东南大学 | For the gravity type hole pressure power feeler inspection device of the sea-bottom shallow soil body |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106198266A (en) * | 2016-06-30 | 2016-12-07 | 长江三峡勘测研究院有限公司（武汉） | A kind of overlength bar is heavy, superduty circular cone dynamic sounding blow counts modification method |
| CN109283076A (en) * | 2018-08-03 | 2019-01-29 | 天津大学 | Method based on dynamic sounding index calibration system evaluation calcium soil relative compaction |
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