CN110130300B - Method for determining characteristic value of bearing capacity of rammed/compacted fill layer by adopting shear wave velocity - Google Patents
Method for determining characteristic value of bearing capacity of rammed/compacted fill layer by adopting shear wave velocity Download PDFInfo
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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
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- E02D1/022—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil
Abstract
The invention provides a method for determining a characteristic value of bearing capacity of a rammed/compacted fill layer by adopting shear wave velocity. The method for determining the bearing capacity characteristic value of the rammed/compacted filling layer is specifically that the filling layers of the dynamic rammed (compacted) foundation are classified by using the cut-off rock backfill materials with different particle sizes, then the bearing capacity characteristic value of each filling layer is calculated by respectively adopting the on-site direct shear test shear strength indexes (c and phi), then the bearing capacity characteristic value is corresponding to the shear wave speed in the drill hole, the corresponding relation between the bearing capacity characteristic value and the shear wave speed is established, and the method for determining the bearing capacity characteristic value of the rammed/compacted foundation soil layer, which is more accurate and faster than a load test method, is provided through the established corresponding relation. The method provides a more accurate value basis for the characteristic value of the bearing capacity for evaluating the values of the compacted foundation and the compacted foundation in the geotechnical engineering investigation work.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering investigation, in particular to a method for determining the bearing capacity characteristic and the deformation modulus of a rammed/compacted fill layer by adopting shear wave velocity.
Technical Field
The domestic metallurgical steel plant material yard is mostly positioned at the river side or the sea side, the project construction material pile foundation is mostly subjected to dynamic compaction foundation treatment, and the grading pile loading compaction is carried out in the using process. Under the requirements of environmental protection upgrading and intelligent modification, some original A-type material strips need to be modified into closed C-type material strips, physical and physical indexes, particularly shear strength indexes, of a foundation dynamic compaction filling layer need to be accurately measured, according to the current geotechnical engineering survey specification (GB50021-2001), the survey of the filling layer mainly comprises in-situ tests including field load tests, field direct shear tests and shear wave velocity tests, however, the dynamic compaction filling materials of the dynamic compaction foundation are mostly mountain rock cutting slag, incoming materials cannot be sorted in the tamping construction process, some ramming materials are boulders, some ramming materials are cohesive soil, the difference of the ramming materials is large, in addition, because the ramming filling soil is compacted by the open-air graded loading and compaction of mineral materials, the specific value of the bearing capacity is relatively high, the surface layer of the ramming layer is hardened, when a large-area load test is adopted, because the loading load is limited, the influence depth is difficult to reach the bottom of the ramming layer and below the bottom of the ramming layer, and technical innovation is needed for accurately determining the bearing capacity characteristic value, the deformation modulus and the shear strength index of the ramming/compacting filling by adopting scientific means.
The ramming/compacting backfill material is a special rock-soil, has the characteristics of artificial filling and natural soil, is an artificial foundation, has a certain thickness, is not sorted, and has close relation between the characteristic value of bearing capacity and the size, content, water content and the like of particle size, a load test is limited by loading and influence depth and cannot accurately reflect the deformation modulus index of the characteristic value of bearing capacity of each filling layer, and how to utilize the field shear test result to establish the corresponding relation between the shear wave velocity (v) of ramming/compacting filling contained in different particle sizes and the characteristic value of bearing capacity and the deformation modulus is very important for geotechnical engineering investigation and foundation detection.
Disclosure of Invention
The invention aims to overcome the defects of the technical background and provides a method for determining the bearing capacity characteristic of a rammed/compacted fill layer by using shear wave velocity, which is characterized in that a relation table of the bearing capacity characteristic value and a shear wave velocity value (v) is established by applying the bearing capacity characteristic value of the rammed fill determined by a field shear test result, a method for obtaining the shear wave velocity values (v) and deformation moduli of different fill layers by linear regression is also established, and an empirical formula for determining the bearing capacity characteristic value and the deformation moduli by using the shear wave velocity value (v) is also established, so that the problem of limited influence depth of a large-area load test can be solved, and the engineering practicability is high.
In order to solve the problems, the invention provides a method for determining a characteristic value of bearing capacity of a rammed/compacted fill layer by adopting shear wave velocity, which is characterized by comprising the following specific steps:
(1) drilling and sampling the rammed/compacted filling layer at a construction site, combining the characteristics of ramming/compacting into a mountain-opening stone source and a foundation treatment process, and dividing the rammed/compacted filling layer into a rock filling layer, a gravel filling layer and a cohesive soil mixed gravel filling layer according to different contents of the particle size of filling particles, wherein the rock filling layer, the gravel filling layer and the cohesive soil mixed gravel filling layer are formed by the method
a. Filling a soil layer with rock blocks: wherein the total content of the lump stones with d being not less than 200mm and the crushed stones with d being less than or equal to 60mm being less than or equal to 200mm is 15-50%, and the content of the lump stones is greater than the content of the crushed stones;
b. and (3) gravel filling layer: wherein d is not less than 200mm block stones and 60mm is not less than 200mm broken stones, the total content of the broken stones is 15% -50%, and the broken stone content is greater than the block stone content;
c. gravel filling layer: wherein the gravel content of 2mm < d < 60mm is 15% -50%;
d. filling the cohesive soil mixed with gravel: wherein the content of sticky particles in the soil with the size of 0.005mm < d < 0.0075mm is more than 50%, and the content of coarse particles with the size of d > 2mm is 25% -50%;
(2) respectively carrying out on-site direct shear tests on the four filling layers in the step (1), obtaining the cohesive force c and the internal friction angle phi of the shear strength index soil of each filling layer by using measured values, and calculating the bearing capacity characteristic value f of each filling layer by using the shear strength indexakThe calculation formula is as follows:
fak＝Mbγb+Mdγmd+McC
in the formula: f. ofak-characteristic value of foundation bearing capacity (kpa) determined by shear strength index of the soil;
Mb、Md、Mc-a load factor;
gamma-the gravity of the soil below the basal floor (kN/m)3) Taking the floating gravity below the underground water level;
γmweighted average gravity (kN/m) of the soil above the base3) Taking the effective gravity of a soil layer below the underground water level;
d-base embedment depth (m);
b, the width (m) of the bottom surface of the foundation is taken as 6m when the width is larger than 6m, and is taken as 3m when the width is smaller than 3 m;
c, a cohesive force standard value (kpa) of soil in a depth range which is one time of the width of the short side under the substrate;
the width b of the bottom surface of the foundation takes a value of 6, when the bearing capacity of the foundation of the ramming/compacting filling layer is calculated, the embedding depth of the foundation is considered according to 0, namely d takes a value of 0;
(3) in the step (2), within the range of the direct shear test point spacing of 1.0m, a shock wave velocity tester in the hole is adopted to test the wave velocity, the test depth is 0.5m at intervals, the shear wave velocity value of each filling layer is determined, then the shear wave velocity obtained by the test in each drill hole is corresponding to the filling layers with four different particle sizes, a corresponding relation table is established, the data in the corresponding relation table is analyzed through a scatter diagram, and then the bearing capacity characteristic values f of the four filling layers are obtained through linear regressionakAnd the shear wave velocity value v is related to the equation:
filling a soil layer with rock blocks: f. ofak＝50+v
And (3) gravel filling layer: f. ofak＝55+0.78v
Gravel filling layer: f. ofak＝60+0.71v
Filling the cohesive soil mixed with gravel: f. ofak＝75+0.56v；
(4) And (3) when geotechnical engineering investigation work is carried out in the later stage, drilling and sampling are carried out on the rammed/compacted fill layer on the construction site to determine the type of the rammed/compacted fill layer on the construction site, and then the bearing capacity characteristic value of the similar fill layer is directly calculated according to the formula in the step (3).
The invention has the following excellent technical scheme: the direct shearing test in the step (2) adopts a flat pushing method, the shearing load is parallel to the shearing surface, and the shearing area is 1.0m2And the height is 0.5m, 3 groups of tests are carried out on each type of the shown rock block filling, the broken stone filling, the gravel filling and the cohesive soil mixed gravel filling, and the normal stresses of the rock block filling, the broken stone filling, the gravel filling and the cohesive soil mixed gravel filling are respectively 150T, 300T, 450T and 600T.
The invention has the following excellent technical scheme: calculating the bearing capacity characteristic value f of various fill layers in the step (2)akThen, the deformation modulus E of the block stone filling, the broken stone filling, the gravel filling and the cohesive soil mixed gravel filling is respectively calculated0，E0Comparing engineering geological handbook (the first one) according to the experience of Hooke's law on solid materials and the known characteristic value of bearing capacityFive versions) and the like, and establishes a shear wave velocity value (v) and a bearing capacity characteristic value (f)ak) Analyzing the data in the corresponding relation table through a scatter diagram, and performing linear regression to obtain the deformation modulus E of the rammed/compacted filling0And the shear wave velocity value v is related to the equation:
filling a soil layer with rock blocks: e0＝4.0+0.053v
And (3) gravel filling layer: e0＝5.8+0.046v
Gravel filling layer: e0＝7.0+0.04v
Filling the cohesive soil mixed with gravel: e0＝3.0+0.04v。
The invention has the following excellent technical scheme: the testing of the shear wave velocity in the step (3) adopts an XG-I suspension type wave velocity logging instrument for testing, and the testing process is as follows: two well liquid coupling detectors are suspended below a well hole seismic source, S waves are transmitted downwards along a well wall stratum after the seismic source acts an impact force on a well wall, when the S waves are transmitted to the positions of the detectors, the first arrival time and the vibration waveform of the S waves are converted into electric signals through the well liquid coupling detectors, the electric signals are recorded by a recording instrument, and the wave velocity value between two layers of the ground can be calculated according to the first arrival time difference of the S waves.
The invention has the beneficial effects that:
1. the invention classifies filling layers according to the content of different filling particles, obtains cohesive force c and internal friction angle phi of shear strength index soil of different filling layers through a shear test, then calculates the bearing capacity characteristic value of different filling layers, drills holes around a shear test point to test the wave speed by using a shock wave speed tester in the hole, corresponds the shear wave speed with the classified filling layers, establishes a table of correspondence relation between the shear wave speed and the bearing capacity characteristic value of different filling layers, then obtains an empirical equation of the shear wave speed and the bearing capacity characteristic value of different ramming/compacting filling by numerical values in a linear regression mode, fills in the blank that the shear wave speed and the bearing capacity characteristic value of the ramming (compacting) filling soil are determined by adopting ultra-heavy power touch detection in engineering geological handbook and relevant specifications, and can carry out real time in the later period, the bearing capacity characteristic values of different fill layers are directly calculated through the empirical equation, and the calculation mode is simple and convenient;
2. according to the method, while the corresponding table of the bearing capacity characteristic value and the shear wave velocity is obtained, the deformation moduli of different fill layers can be calculated, the corresponding table between the shear wave velocity and the deformation modulus of different fill layers is established, the empirical equation of the shear wave velocity and the deformation modulus can be obtained, and while the bearing capacity characteristic value is determined, the deformation modulus values of different fill layers can also be obtained;
the invention provides a method for determining the characteristic value of the bearing capacity of tamped filling soil more conveniently and economically besides a load test method, simultaneously solves the problem of limited influence depth of a large-area load test, and has strong engineering practicability.
Drawings
FIG. 1 is a characteristic value (f) of the bearing capacity of four types of the soil in the exampleak) A linear regression plot of shear wave velocity;
FIG. 2 shows the deformation moduli (E) of the four types of clay fillers in practice0) Linear regression plot with shear wave velocity.
The specific implementation method comprises the following steps:
the invention is further illustrated with reference to the following figures and examples.
The embodiment provides a method for determining a characteristic value of bearing capacity and a deformation modulus of a rammed (compacted) filling layer by adopting a shear wave velocity, which comprises the following specific steps:
(1) drilling and sampling the tamped layer filling soil on a construction site, combining tamping (compacting) with the mountain-opening stone source characteristic and the foundation treatment process, dividing the tamped layer filling soil into a rock block filling soil layer, a gravel filling soil layer and a cohesive soil mixed gravel filling soil layer according to different contents of filling particle sizes, specifically performing drilling and sampling through the tamped layer filling soil, sending the rock block filling soil layer to a laboratory for particle size analysis, measuring mass content percentages of the rock block, the gravel, the pebble, the stone chips, the cobbles, the round cobbles, the gravel sand, the coarse gravel, the medium sand and the cohesive soil, combining tamping (compacting) with the mountain-opening stone source characteristic and the foundation treatment process, dividing the filling particles from coarse to fine to form and content to obtain four types of filling soil layers, and dividing the drill holes according to the thicknesses, wherein the layering standard is as follows:
filling a soil layer with stone blocks: the contents of the lump stones (d ≧ 200mm) and the crushed stones (60mm < d ≦ 200mm) are 15% -50%, and the content of the lump stones is greater than the content of the crushed stones. Mixing coarse grains, fine grains and cohesive soil;
filling a soil layer with crushed stones: the contents of the lump stones (d ≧ 200mm) and the crushed stones (60mm < d ≦ 200mm) are 15% -50%, and the content of the crushed stones is greater than that of the lump stones. Mixing coarse grains, fine grains, powder grains and clay;
thirdly, gravel filling: the content of gravel (2mm < d < 60mm) is 15-50%, and a small amount of stone, sand and clay are mixed;
fourthly, filling a soil layer with the cohesive soil mixed with gravels: soil with content of sticky particles (0.005mm < d < 0.0075mm) more than 50% and content of coarse particles (d ≧ 2mm) 25% -50%.
(2) Measuring a shear wave velocity value (v) (m/s), in the range within 1.0m of the distance between the direct shear test points on site, adopting an in-hole shock type wave velocity tester to test the wave velocity, wherein the test depth is 0.5m at an interval, specifically adopting an XG-I suspension type wave velocity logging instrument to test, and the test process is as follows: two well liquid coupling detectors are suspended below a well hole seismic source, S waves are transmitted downwards along a well wall stratum after the seismic source acts an impact force on a well wall, when the S waves are transmitted to the positions of the detectors, the first arrival time and the vibration waveform of the S waves are converted into electric signals through the well liquid coupling detectors, the electric signals are recorded by a recording instrument, and the wave velocity value between two layers of the ground can be calculated according to the first arrival time difference of the S waves.
(3) The shear strength indexes (c and phi) are determined by a field shear test, a flat pushing method is adopted, the shear load is parallel to a shear plane, and the shear area is 1.0m2Height of 0.5m, and normal stresses of 150T, 300T, 450T and 600T are adopted according to 3 groups of tests of four rammed earth types. After the test is finished, the shear strength indexes (c and phi) of each rammed filling soil layer are worked out, the shear strength indexes are used for determining the bearing capacity characteristic value of each filling soil layer, and 5.2 of the national standard building foundation design Specification (GB50007-2011) is adopted5, calculating by using a formula, wherein the calculation formula is as follows:
fak＝Mbγb+Mdγmd+McC
in the formula: f. ofak-characteristic value of foundation bearing capacity (kpa) determined by shear strength index of the soil;
Mb、Md、Mc-a load factor;
gamma-the gravity of the soil below the basal floor (kN/m)3) Taking the floating gravity below the underground water level;
γmweighted average gravity (kN/m) of the soil above the base3) Taking the effective gravity of a soil layer below the underground water level;
d-base embedment depth (m);
b, the width (m) of the bottom surface of the foundation is taken as 6m when the width is larger than 6m, and is taken as 3m when the width is smaller than 3 m;
c-standard value of cohesive force (kpa) of soil in the depth range of one time of the width of the short side under the substrate.
The width b of the bottom surface of the foundation takes a value of 6, and when the bearing capacity of the foundation of the tamping (compacting) filling soil layer is calculated, the foundation embedding depth is considered according to 0, namely d takes a value of 0.
(4) Based on a large number of shear wave velocity values (v) and field direct shear test data, determining a bearing capacity characteristic value and a deformation modulus of a tamped filling soil layer according to specifications and engineering experience, wherein the deformation modulus is obtained according to the Hooke's law experience of solid materials and according to the known bearing capacity characteristic value by correspondingly comparing with the existing specification parameter tables such as engineering geological handbook (fifth edition), and the corresponding relation table is shown in table 1.
Table 1 shows the relationship between the characteristic values of the bearing capacity and the deformation modulus of four fill layers
(5) Can be found by Table 1Vertical shear wave velocity value (v) and bearing capacity characteristic value (f)ak) The correspondence relationship is detailed in table 2:
TABLE 2 shear wave velocity (v) and bearing capacity (f) characteristic values for four different fill materialsak) Corresponding relationship of
Analysis by scatter plot, linear regression (see figure 1 for details), and characteristic value (f) of bearing capacity of tamped fillingak) Equation (R) relating shear wave velocity value (v)2Representing the reliability of the linear regression, the closer the value is to 1, the more reliable the regression formula):
filling a soil layer with rock blocks: f. ofak＝50+v
And (3) gravel filling layer: f. ofak＝55+0.78v
Gravel filling layer: f. ofak＝60+0.71v
Filling the cohesive soil mixed with gravel: f. ofak＝75+0.56v。
(6) The shear wave velocity value (v) and the modulus of deformation (E) can be established by Table 10) The corresponding relationship is shown in Table 3.
TABLE 3 corresponding relationship between shear wave velocity (v) and deformation modulus (E0) of four different types of fill
Analysis by scatter plot, again by linear regression (see FIG. 2 for details), yields the modulus of deformation (E) of the tamped fill0) Equation (R) relating shear wave velocity value (v)2Representing the reliability of the linear regression, the closer the value is to 1, the more reliable the regression formula):
filling a soil layer with rock blocks: e0＝4.0+0.053v
And (3) gravel filling layer: e0＝5.8+0.046v
Gravel filling layer: e0＝7.0+0.04v
Filling the cohesive soil mixed with gravel: e0＝3.0+0.04v。
The implementation case is as follows: the method is characterized in that the upper filling layers of A-E material strip fields of a steel strand harbor service stock yard are subjected to dynamic compaction foundation treatment and are subjected to stacking loading during the use period of the material strips for many years, C-shaped material strips are planned to be built on the material strips due to the requirements of environmental upgrading and intelligent transformation, are particularly sensitive to sedimentation and deformation, and are designed for C-shaped material strip foundations, so that the bearing characteristic value and the deformation modulus of a compacted filling layer with the thickness of about 4m need to be provided. Because the construction period is short, the method for determining the bearing capacity characteristic value and the deformation modulus of the tamped filling soil layer by utilizing the traditional load test and the field direct shear test in the geotechnical engineering investigation utilizes the method for determining the bearing capacity characteristic value and the deformation modulus of the tamped filling soil layer in the invention, utilizes the drilling sampling to carry out the particle test on the filling soil, divides the filling soil layer into three categories of rock filling, gravel filling and cohesive soil mixed gravel filling according to the particle component content and the particle size, synchronously carries out the shear wave velocity test, and determines the bearing capacity characteristic value and the deformation modulus of each filling soil layer according to the shear wave velocity value (v) and the invention, wherein the determination process comprises the following steps:
by using the method, the time is greatly saved, accurate and reliable data are timely provided for the design of the C-shaped material strips, and the favorable comment of an owner unit is obtained. In order to verify the reliability of data, a load test is carried out at the dynamic sounding point position at the later stage, and the load test adopts the area of 4m2The square steel pressing plate is loaded according to 1/8 grades with 2.4 times of estimated characteristic bearing capacity, the first-level load is applied according to 2 times of the graded load, the load test result is consistent with the table, and the reliability of the method is fully verified.
The above description is only one embodiment of the present invention, and the above described embodiment only expresses the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the present invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the appended claims.
Claims (4)
1. A method for determining a characteristic value of bearing capacity of a rammed/compacted fill layer by adopting shear wave velocity is characterized by comprising the following specific steps:
(1) drilling and sampling the rammed/compacted fill layer on a construction site, combining ramming/compacting into a mountain-opening stone source characteristic and a foundation treatment process, and dividing the rammed/compacted fill layer into a rock fill layer, a gravel fill layer and a cohesive soil mixed gravel fill layer according to different contents of the particle size of the fill particles, wherein:
a. filling a soil layer with rock blocks: wherein the total content of the lump stones with d being not less than 200mm and the crushed stones with d being less than 60mm and less than 200mm is 15-50%, the content of the lump stones is greater than the content of the crushed stones, and coarse grains, fine soil and cohesive soil are mixed;
b. and (3) gravel filling layer: wherein d is not less than 200mm lump stones and 60mm is not less than 60mm and the total content of crushed stones less than 200mm is 15-50%, the content of the crushed stones is more than the content of the lump stones, and coarse grains, fine grains, powder grains and clay are mixed;
c. gravel filling layer: wherein the content of gravel with the diameter of 2mm less than d less than 60mm is 15-50%, and a small amount of rock lumps, sand grains and clay are mixed;
d. filling the cohesive soil mixed with gravel: wherein the content of sticky particles in the soil with the size of 0.005mm < d < 0.0075mm is more than 50%, and the content of coarse particles with the size of d > 2mm is 25% -50%;
(2) respectively carrying out on-site direct shear tests on the four filling layers in the step (1), obtaining the cohesive force c and the internal friction angle phi of the shear strength index soil of each filling layer by using measured values, and calculating the bearing capacity characteristic value f of each filling layer by using the shear strength indexakThe calculation formula is as follows:
fak＝Mbγb+Mdγmd+McC
in the formula: f. ofak-characteristic value of foundation bearing capacity (kpa) determined by shear strength index of the soil;
Mb、Md、Mc-a load factor;
gamma-the gravity of the soil below the basal floor (kN/m)3) Taking the floating gravity below the underground water level;
γmweighted average gravity (kN/m) of the soil above the base3) Taking the effective gravity of a soil layer below the underground water level;
d-base embedment depth (m);
b, the width (m) of the bottom surface of the foundation is taken as 6m when the width is larger than 6m, and is taken as 3m when the width is smaller than 3 m;
c, a cohesive force standard value (kpa) of soil in a depth range which is one time of the width of the short side under the substrate;
the width b of the bottom surface of the foundation takes a value of 6, when the bearing capacity of the foundation of the ramming/compacting filling layer is calculated, the embedding depth of the foundation is considered according to 0, namely d takes a value of 0;
(3) in the step (2), within the range of the direct shear test point spacing of 1.0m, a shock wave velocity tester in the hole is adopted to test the wave velocity, the test depth is 0.5m at intervals, the shear wave velocity value of each filling layer is determined, then the shear wave velocity obtained by the test in each drill hole is corresponding to the filling layers with four different particle sizes, a corresponding relation table is established, the data in the corresponding relation table is analyzed through a scatter diagram, and then the bearing capacity characteristic values f of the four filling layers are obtained through linear regressionakAnd the shear wave velocity value v is related to the equation:
filling a soil layer with rock blocks: f. ofak＝50+v
And (3) gravel filling layer: f. ofak＝55+0.78v
Gravel filling layer: f. ofak＝60+0.71v
Filling the cohesive soil mixed with gravel: f. ofak＝75+0.56v；
(4) And (3) when geotechnical engineering investigation work is carried out in the later stage, drilling and sampling are carried out on the rammed/compacted fill layer on the construction site to determine the type of the rammed/compacted fill layer on the construction site, and then the bearing capacity characteristic value of the similar fill layer is directly calculated according to the formula in the step (3).
2. The method of claim 1 for determining a ram/compacted fill bearing characteristic using shear wave velocity, wherein: the direct shearing test in the step (2) adopts a flat pushing method, the shearing load is parallel to the shearing surface, and the shearing area is 1.0m2And the height is 0.5m, 3 groups of tests are carried out on each type of the shown rock block filling, the broken stone filling, the gravel filling and the cohesive soil mixed gravel filling, and the normal stresses of the rock block filling, the broken stone filling, the gravel filling and the cohesive soil mixed gravel filling are respectively 150T, 300T, 450T and 600T.
3. The method of claim 1 for determining a ram/compacted fill bearing characteristic using shear wave velocity, wherein: calculating the bearing capacity characteristic value f of various fill layers in the step (2)akThen, the deformation modulus E of the block stone filling, the broken stone filling, the gravel filling and the cohesive soil mixed gravel filling is respectively calculated0，E0According to Hooke's law experience of solid materials, obtaining the characteristic value of the known bearing capacity according to the existing standard parameter table correspondingly, and establishing a shear wave velocity value (v) and a bearing capacity characteristic value (f)ak) Analyzing the data in the corresponding relation table through a scatter diagram, and performing linear regression to obtain the deformation modulus E of the rammed/compacted filling0And the shear wave velocity value v is related to the equation:
filling a soil layer with rock blocks: e0＝4.0+0.053v
And (3) gravel filling layer: e0＝5.8+0.046v
Gravel filling layer: e0＝7.0+0.04v
Filling the cohesive soil mixed with gravel: e0＝3.0+0.04v。
4. The method for determining the characteristic value of the bearing capacity of the rammed/compacted fill layer by using the shear wave velocity as claimed in claim 1, wherein the shear wave velocity in the step (3) is tested by using an XG-I suspended wave velocity logging instrument, and the test process is as follows: two well liquid coupling detectors are suspended below a well hole seismic source, S waves are transmitted downwards along a well wall stratum after the seismic source acts an impact force on a well wall, when the S waves are transmitted to the positions of the detectors, the first arrival time and the vibration waveform of the S waves are converted into electric signals through the well liquid coupling detectors, the electric signals are recorded by a recording instrument, and the wave velocity value between two layers of the ground can be calculated according to the first arrival time difference of the S waves.
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| CN113376008A (en) * | 2021-06-18 | 2021-09-10 | 中工武大设计研究有限公司 | Detection method for shear strength parameter of compacted filling |
| CN113267814B (en) * | 2021-07-05 | 2022-07-01 | 中国地震局地球物理研究所 | Method and device for measuring and calculating field shear wave velocity |
| CN114035223B (en) * | 2021-10-22 | 2023-06-02 | 中冶集团武汉勘察研究院有限公司 | Dynamic compaction earthquake shear wave measuring device and method |
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| US2619832A (en) * | 1947-07-28 | 1952-12-02 | Nl Organisatie Voor Tolgepast | Apparatus for determining the bearing capacity of soil at various depths |
| CN101597910A (en) * | 2008-08-29 | 2009-12-09 | 上海申元岩土工程有限公司 | Can be used for detecting the method for filled ground consolidation effects such as rubble, piece stone |
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