CN106644738B - Soil foundation bed coefficient measuring device and measuring method - Google Patents
Soil foundation bed coefficient measuring device and measuring method Download PDFInfo
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- CN106644738B CN106644738B CN201710042189.4A CN201710042189A CN106644738B CN 106644738 B CN106644738 B CN 106644738B CN 201710042189 A CN201710042189 A CN 201710042189A CN 106644738 B CN106644738 B CN 106644738B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0042—Pneumatic or hydraulic means
- G01N2203/0048—Hydraulic means
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
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Abstract
The application discloses a measuring device and a measuring method for soil foundation bed coefficients, wherein the measuring device comprises a bracket (1), a lifting rod (2) is arranged on the bracket (1), a bottom plate (3) is fixed on the lifting rod (2), a sleeve (4) is arranged on the bottom plate (3), the bracket (1) is also connected with a pressing rod (6) through a pressure sensor (5), an inwards concave annular groove (8) is formed in the inner wall of the sleeve (4), a rubber cylinder (9) with an upper opening and a lower opening is arranged in the sleeve (4), a water inlet pipe (10) and a water outlet pipe (11) are penetrated through the side wall of the sleeve (4), a displacement sensor (13) is fixed at the upper end of the sleeve (4), and a gland (14) is matched in a central hole of a limiting ring plate (12); the key point of the method is that: and correcting standard sampling points on the curve to compensate the interference of the early consolidation stress. The device and method have accurate measurement results.
Description
Technical Field
The application relates to the field of geological exploration, in particular to a measuring device and a measuring method for soil foundation bed coefficients.
Background
Sustainable development is a basic national policy of China, and is mainly embodied in the aspects of energy conservation, environmental protection, low carbon, innovation and the like. Scientific, reasonable and sufficient development and utilization of underground space are important actions for urban construction. To realize safe, economical and effective development and utilization of underground space, it is critical that engineering geological exploration provide accurate geological data, wherein the foundation bed coefficient of one of the mechanical property indexes of stratum is an important parameter and basis in the development and utilization design of underground space.
The foundation bed coefficient is the ratio of foundation soil stress to corresponding soil body shape variable, also called as elastic resistance coefficient or foundation counterforce coefficient of soil body, expressed as K=P/. DELTA.S by a formula. Wherein K is the foundation coefficient (MPa/m) of the soil layer, P is the pressure (MPa) acting on the foundation, and delta S is the settlement (m) of the corresponding foundation. When delta S is equal to 1.25mm, the corresponding bed coefficient is K 1.25mm For a standard bed coefficient, all measurements of the bed coefficient in the present application are essentially made at the same time. In summary, foundation bed coefficients are important parameters for calculating internal forces and deformations of structures (foundations, liners, piles and the like), and the parameters are related to factors such as foundation soil types, soil states, soil physical and mechanical properties, foundation shapes, action stress conditions and the like.
The prior art mainly comprises a three-axis method and a consolidation method for measuring the foundation bed coefficient through an indoor geotechnical test of a soil sample. The triaxial method is a method of measuring with a triaxial apparatus which is originally used for performing triaxial test. As shown in fig. 1, the triaxial apparatus specifically comprises a support 101, a lifting rod 102 is mounted on the support 101, a bottom plate 103 is fixed on the lifting rod 102, a sleeve 104 for water injection is mounted on the bottom plate 103, a water inlet 105 and a water outlet 106 are formed in the side wall of the sleeve 104, a sealing cover 107 is arranged on an upper opening of the sleeve 104, a top rod 108 is hermetically sleeved in a central hole of the sealing cover 107, a pressing plate 109 is fixed at the lower end of the top rod 108, a pressure sensor 110 is arranged between the upper end of the top rod 108 and the support 101, and a displacement sensor 111 is arranged on the sleeve 104.
The three-axis method comprises the specific steps of opening a sealing cover of a cylinder sleeve, wrapping a thin high-type cylindrical soil sample with a layer of waterproof plastic film, putting the thin high-type cylindrical soil sample into the sleeve, installing the sealing cover, driving a lifting rod to rise, driving a bottom plate to prop up the soil sample with a pressing plate, at the moment, setting a coordinate origin, setting a pressure sensor and a displacement sensor to be zero, filling water into the sleeve to enable hydraulic pressure to form lateral pressure on the soil sample, continuously driving the lifting rod to rise, continuously lifting the lifting rod to lift up the lifting rod to compress the soil sample, setting the pressure sensor and the displacement sensor to display readings, collecting values measured by the two sensors by a computer, fitting the values into a curve of pressure and deformation, finding a point with a delta S of 1.25mm on the curve as a standard sampling point, finding a P value corresponding to the standard sampling point, and obtaining a foundation bed coefficient of the standard sampling point by dividing the two values to obtain the standard sampling point to be a standard foundation bed coefficient K 1.25mm 。
The consolidation rule is to measure with a consolidation apparatus which is originally used for consolidation test, the method is similar to the three-axis method in large direction, a pressure sensor and a displacement sensor are additionally arranged in the consolidation apparatus, the values of the two sensors are collected and fitted into curves of pressure and deformation, and then a point with the delta S of 1.25mm is selected as a standard sampling point, so that a standard foundation bed coefficient K is obtained 1.25mm . However, the consolidation method is mainly characterized in that the consolidation instrument is used for sampling after the soil sample is consolidated stably by adding weights and applying pressure step by step from top to bottom.
The above-described prior art measuring apparatus and measuring method have the following drawbacks. Firstly, looking at the triaxial method, because the triaxial apparatus is subjected to static pressure triaxial test, in order to meet the test requirement, the container and the final compressed soil sample are of a slender shape, so that the soil sample is easier to be compressed and deformed under the same compression condition, and the accuracy of the foundation bed coefficient of the final test is disturbed; moreover, before the soil sample is put into the sleeve, a waterproof plastic film needs to be wrapped, and disturbance can be generated on the surface layer of the soil sample in the wrapping process, so that the accuracy of a final measurement result is affected; if the soil sample is not coated, the soil sample is mixed with water, and the soil performance is affected to interfere the accuracy of the final measurement result. The consolidation method also has similar problems, the consolidation instrument is used for carrying out consolidation test, in order to meet test requirements, a container for accommodating the soil sample in the consolidation instrument and the pressed soil sample are short and coarse, the soil sample is more difficult to compress under the same pressed condition, and the accuracy of the final measurement result is disturbed.
Moreover, both the three-axis method and the consolidation method have a common problem that the soil sample is abutted against the origin of coordinates when a curve is fitted. However, after the soil sample is sampled from the soil layer, the pressure release and deformation rebound phenomena occur, i.e. the early consolidation stress is released, and the establishment of the origin of coordinates and the selection of the standard sampling point by the two methods are not considered to compensate for the early consolidation stress, so that the finally acquired Δs is naturally inaccurate, thereby resulting in the finally obtained standard foundation bed coefficient K 1.25mm Nor is it accurate.
Disclosure of Invention
The application aims to solve the technical problem of providing a measuring device for soil foundation bed coefficients, which can effectively avoid contact with water, can not cause disturbance to soil samples, can effectively eliminate the influence of early consolidation stress and ensures accurate measurement results.
The application provides a measuring device for soil foundation bed coefficients, which comprises a bracket, wherein a lifting rod is arranged on the bracket, a bottom plate is fixed on the lifting rod, a sleeve is arranged on the bottom plate, the bracket is also connected with a pressure rod through a pressure sensor, a drainage pipeline is arranged in the bottom plate, an inward concave annular groove is arranged on the inner wall of the sleeve, a rubber cylinder with an upper opening and a lower opening is arranged in the sleeve, a water inlet pipe and a water outlet pipe penetrate through the side wall of the sleeve, a limiting ring plate is fixed at the upper end of the sleeve, a displacement sensor is arranged on the limiting ring plate, and a gland is matched in a central hole of the limiting ring plate.
The application aims to solve the other technical problem of providing a measuring method for the soil foundation bed coefficient, which can effectively avoid contact with water, can not cause disturbance to a soil sample, can effectively eliminate the influence of early consolidation stress and ensures accurate measurement results.
The application provides a measuring method of soil foundation bed coefficient, comprising the following steps:
a. the gland is uncovered, water is injected from the water inlet pipe to a gap between the annular groove on the inner wall of the sleeve and the rubber barrel, so that the rubber barrel bulges inwards, and then water is pumped from the water outlet pipe, so that the water pressure of the gap between the rubber barrel and the annular groove of the sleeve is reduced, the rubber barrel bulges outwards, and a soil sample is conveniently put in;
b. cutting a first cylindrical soil sample taken out of the soil sampler into a square cylindrical soil sample, wherein the square section of the square column is an inscribed square of the circular section of the cylindrical soil sample; then cutting the square column into a second cylindrical soil sample, wherein the circular section of the second cylindrical soil sample is an inscribed circle of the square section of the square soil sample; and the diameter and the height of the second cylindrical soil sample are equal;
c. a layer of drainage cushion layer is paved in the rubber cylinder, a second cylindrical soil sample is placed on the drainage cushion layer, a layer of drainage cushion layer is paved at the top of the cylindrical soil sample, the top of the cylindrical soil sample is covered by a gland, and then water is injected into a gap between the annular groove on the inner wall of the sleeve and the rubber cylinder from the water inlet pipe again, so that the rubber cylinder is completely attached to the soil sample;
d. the lifting rod is driven to ascend, so that the pressing cover is abutted against the lower end of the pressing rod, at the moment, the lifting rod is the origin of coordinates, and the pressure sensor and the displacement sensor are both zero;
e. then the lifting rod is driven to ascend continuously, the pressure sensor and the displacement sensor display readings along with the lifting rod to ascend continuously to shrink the soil sample, and the readings measured by the two sensors are collected by a computer and fitted into curves of pressure and deformation;
f. and correcting a standard sampling point on the curve, and dividing the P value corresponding to the standard sampling point by delta S corresponding to the standard sampling point to obtain a standard foundation bed coefficient of the standard sampling point.
Compared with the prior art, the measuring device and the measuring method for the soil foundation bed coefficient have the following advantages and effects.
Firstly, because the measuring device is specially designed for measuring the coefficient of a foundation bed, the container for accommodating the soil sample is not limited by triaxial test or consolidation test like a triaxial apparatus or a consolidation apparatus, so the container and the soil sample can be set to have the height-diameter ratio of 1 to 1, thus the container is not as thin as a triaxial method or as short as a consolidation method, the deformation of the soil sample after being pressed is reasonable, and the accuracy of the final measuring result is ensured. Secondly, the device sets up the rubber section of thick bamboo that separates water in the sleeve, and establish the ring channel of indent at the sleeve inner wall, through filling water between them earlier, then draw water for the section of thick bamboo wall of rubber section of thick bamboo outwards evaginates, is convenient for the soil sample to put into, and water injection once more after the soil sample is put into, makes the rubber section of thick bamboo sticis with the soil sample, has both guaranteed to provide the lateral pressure to the soil sample, has convenient the put into process of soil sample again, and can not cause disturbance and destruction to the soil sample, further ensures measuring result's accuracy. When the soil sample is manufactured, the first cylindrical soil sample is firstly cut into an inscribed square column, and then the inscribed square column is cut into the inscribed cylinder, so that the soil sample with the largest cross section is obtained as much as possible, the stress area of the soil sample when the soil sample is pressed is increased, and the accuracy of the final measurement result is further improved. Moreover, the standard sampling point in the measuring method is not the point with the delta S of 1.25mm, but a new standard sampling point is corrected, so that the phenomena of pressure release and deformation rebound after soil sampling are fully considered, the early consolidation stress is compensated, and the accuracy of the finally measured standard foundation bed coefficient is ensured.
As an improvement, the correction of the standard sampling point in the step F means that a point F with the delta S value of 1.25 mm+gamma h is found on the curve of the pressure and the deformation quantity and is used as the standard sampling point; wherein gamma is the density of the soil sample, and h is the depth of soil sample collection. The correction mode is an estimation method, namely multiplying soil density according to the sampling depth of a soil sample to obtain the magnitude of the early consolidation stress released after soil sampling, and finally adding 1.25mm to obtain the standard foundation bed coefficient of the standard sampling point after eliminating the interference of the early consolidation stress.
Preferably, in the step F, the correction of the standard sampling point means that a curve with the pressure variable LgP as a transverse standard and the delta S as a vertical standard is re-fitted, a point O with the minimum curvature radius Rmin is found on the curve of the pressure variable and the deformation, the horizontal line OA and the tangent OB are made through the point O, then the bisector OD of the angle AOB is made, the curve of the pressure variable and the deformation is developed to be a straight line finally, the straight line is reversely prolonged to enable the straight line to intersect with the bisector OD at the point E, a vertical line is made from the point E, an intersection point F exists between the vertical line and the curve of the pressure variable and the deformation, the delta S value corresponding to the intersection point F is the delta S value of the standard sampling point, and finally the delta S value is re-brought into the curve of the pressure and the deformation, and the corrected standard sampling point is obtained. The method can find out a more accurate standard sampling point after correcting the early consolidation stress, and further obtain a more accurate standard foundation bed coefficient.
Drawings
Fig. 1 is a schematic diagram of a front sectional structure of a measuring device (triaxial apparatus) of a soil body foundation coefficient of the related art.
Fig. 2 is a schematic diagram of the structure of the measuring device for the foundation bed coefficient of the soil body according to the present application in a front cross section.
FIG. 3 is a schematic illustration of a first way of correcting standard sampling points on a curve of pressure and deformation fitted by the method of measuring soil bed coefficients of the present application.
FIG. 4 is a schematic illustration of a second way of correcting standard sampling points on a curve of pressure and deformation fitted by the method of measuring soil bed coefficients of the present application.
Shown in the figure
Parts 101, brackets 102, lifting rods 103, bottom plates 104, cylinder sleeves 105, water inlets 106, water outlets 107, sealing covers 108, ejector rods 109, pressing plates 110, pressure sensors 111 and displacement sensors of the connecting structure in the prior art;
the application relates to a connecting structure, which comprises a part 1, a bracket 2, a lifting rod 3, a bottom plate 4, a sleeve, a pressure sensor 6, a pressure lever 7, a drainage pipeline 8, an annular groove 9, a rubber cylinder 10, a water inlet pipe 11, a water outlet pipe 12, a limiting ring plate 13, a displacement sensor 14, a gland 15 and a drainage cushion layer.
Detailed Description
The application will be further described with reference to the drawings and the specific examples.
As shown in fig. 2, the measuring device for the soil foundation bed coefficient comprises a bracket 1, wherein a lifting rod 2 is arranged on the bracket 1, specifically, a lifting device of a ball screw pair driven by a motor is arranged on the lifting rod 2, and the lifting rod 2 can be driven to lift by the motor after the motor is started. The lifting rod 2 is fixedly provided with a bottom plate 3, and a drainage pipeline 7 is arranged in the bottom plate 3 and can drain water after the soil sample is pressed.
The bottom plate 3 is provided with a sleeve 4, the inner wall of the sleeve 4 is provided with a concave annular groove 8, and the sleeve 4 is internally provided with a rubber barrel 9 with an upper opening and a lower opening. The side wall of the sleeve 4 is penetrated with a water inlet pipe 10 and a water outlet pipe 11, and the two water pipes are communicated with a gap between the outer wall of the rubber cylinder 9 and the annular groove 8 on the inner wall of the sleeve 4. The upper end of the sleeve 4 is fixed with a limiting ring plate 12, and a displacement sensor 13 is arranged on the limiting ring plate 12. A gland 14 is matched in the central hole of the limiting ring plate 12, and the gland 14 is sleeved and sealed with the central hole of the limiting ring plate 12. The support 1 is also connected with a pressure lever 6 via a pressure sensor 5.
As shown in fig. 2, 3 and 4, the method for measuring the soil bed coefficient based on the device for measuring the soil bed coefficient according to the present application comprises the following steps.
a. The gland 14 is uncovered, water is injected into a gap between the annular groove 8 on the inner wall of the sleeve 4 and the rubber cylinder 9 from the water inlet pipe 10, so that the rubber cylinder 9 bulges inwards, and then water is pumped from the water outlet pipe 11 by the needle cylinder, so that the water pressure of the gap between the rubber cylinder 9 and the annular groove 8 of the sleeve 4 is reduced, and the rubber cylinder 9 bulges outwards, thereby facilitating the soil sample to be put in.
b. Cutting a first cylindrical soil sample taken out of the soil sampler into a square cylindrical soil sample, wherein the square section of the square column is an inscribed square of the circular section of the cylindrical soil sample; then cutting the square cylindrical soil sample into a second cylindrical soil sample, wherein the circular section of the second cylindrical soil sample is an inscribed circle of the square section of the square cylindrical soil sample; and the diameter and the height of the second cylindrical soil sample are equal.
c. A layer of drainage cushion layer 15 is paved in the rubber cylinder 9, a second cylindrical soil sample is placed on the drainage cushion layer 15, a layer of drainage cushion layer 15 is paved at the top of the cylindrical soil sample, the top of the cylindrical soil sample is covered by the gland 14, and then water is injected into a gap between the annular groove 8 on the inner wall of the sleeve 4 and the rubber cylinder 9 from the water inlet pipe 10 again, so that the inward bulge of the rubber cylinder 9 is completely attached to the soil sample.
d. The lifting rod 2 is driven to lift, the soil sample is driven to lift through the bottom plate 3, the pressing cover 14 is abutted against the lower end of the pressing rod 6, at the moment, the lifting rod is the origin of coordinates, and the pressure sensor 5 and the displacement sensor 13 are both zero.
e. Then the lifting rod 2 is driven to ascend continuously, as the lifting rod 2 is driven to ascend continuously to compress the soil sample, the pressure sensor 5 and the displacement sensor 13 can display readings, and the readings measured by the two sensors are collected by a computer and fitted into a curve of pressure and deformation; in the curve, the P value is the horizontal sign and the delta S is the vertical sign.
f. And correcting a standard sampling point on the curve, and dividing the P value corresponding to the standard sampling point by delta S corresponding to the standard sampling point to obtain a standard foundation bed coefficient of the standard sampling point.
There are two methods for correcting the standard sampling point in this step.
First, as shown in fig. 3, a point F with a Δs value of 1.25mm+γh is found on the curve of pressure and deformation as a standard sampling point. Wherein gamma is the density of the soil sample, and the unit is kg/m 3 H is the depth of soil sample collection, and the unit is m.
And secondly, as shown in fig. 4, a curve with a pressure variable LgP as a transverse standard and delta S as a vertical standard is re-fitted, a point O with the minimum curvature radius Rmin is found on the curve of the pressure variable and the deformation, then a horizontal line OA and a tangent OB are made through the point O, then a bisector OD of an angle AOB is made, the curve of the pressure variable and the deformation is developed to be a straight line finally, the straight line is reversely prolonged to enable the straight line to intersect with the bisector OD at a point E, a vertical line is made from the point E, an intersection point F exists between the vertical line and the curve of the pressure variable and the deformation, the delta S value corresponding to the intersection point F is the delta S value of the standard sampling point, and finally the delta S value is re-brought into the curve of the pressure and the deformation, so that a corrected standard sampling point is obtained.
Claims (3)
1. The utility model provides a measuring method of soil body foundation bed coefficient based on measuring device of soil body foundation bed coefficient, measuring device of soil body foundation bed coefficient includes support (1), installs lifter (2) on support (1), is fixed with bottom plate (3) on lifter (2), installs sleeve (4) on bottom plate (3), and support (1) still is connected with a depression bar (6) through a pressure sensor (5), its characterized in that: a drainage pipeline (7) is arranged in the bottom plate (3), an inward concave annular groove (8) is formed in the inner wall of the sleeve (4), a rubber cylinder (9) with an upper opening and a lower opening is arranged in the sleeve (4), a water inlet pipe (10) and a water outlet pipe (11) penetrate through the side wall of the sleeve (4), a limiting ring plate (12) is fixed at the upper end of the sleeve (4), a displacement sensor (13) is arranged on the limiting ring plate (12), and a gland (14) is matched in a central hole of the limiting ring plate (12);
the method is characterized in that:
the method comprises the following steps:
a. the gland (14) is uncovered, water is injected into a gap between the annular groove (8) on the inner wall of the sleeve (4) and the rubber cylinder (9) from the water inlet pipe (10), so that the rubber cylinder (9) bulges inwards, and then water is pumped from the water outlet pipe (11), so that the water pressure of the gap between the rubber cylinder (9) and the annular groove (8) of the sleeve (4) is reduced, and the rubber cylinder (9) bulges outwards, so that a soil sample can be conveniently put in;
b. cutting a first cylindrical soil sample taken out of the soil sampler into a square cylindrical soil sample, wherein the square section of the square column is an inscribed square of the circular section of the cylindrical soil sample; then cutting the square column into a second cylindrical soil sample, wherein the circular section of the second cylindrical soil sample is an inscribed circle of the square section of the square soil sample; and the diameter and the height of the second cylindrical soil sample are equal;
c. a layer of drainage cushion layer (15) is paved in the rubber cylinder (9), a second cylindrical soil sample is placed on the drainage cushion layer (15), a layer of drainage cushion layer (15) is paved at the top of the cylindrical soil sample, the top of the cylindrical soil sample is covered by the gland (14), and then water is injected into a gap between the annular groove (8) on the inner wall of the sleeve (4) and the rubber cylinder (9) from the water inlet pipe (10) again, so that the rubber cylinder (9) is completely attached to the soil sample;
d. the lifting rod (2) is driven to ascend, so that the pressing cover (14) is abutted against the lower end of the pressing rod (6), at the moment, the pressing rod is the origin of coordinates, and the pressure sensor (5) and the displacement sensor (13) are both zero;
e. then the lifting rod (2) is driven to ascend continuously, as the lifting rod (2) is driven to ascend continuously to compress the soil sample, the pressure sensor (5) and the displacement sensor (13) both display readings, and the readings measured by the two sensors are collected by a computer and fitted into curves of pressure and deformation;
f. and correcting a standard sampling point on the curve, and dividing the P value corresponding to the standard sampling point by delta S corresponding to the standard sampling point to obtain a standard foundation bed coefficient of the standard sampling point.
2. The method for measuring soil foundation bed coefficients according to claim 1, wherein: in the step F, correction of the standard sampling point means that a point F with the delta S value of 1.25 mm+gamma h is found on the curve of the pressure and the deformation quantity and is used as the standard sampling point;
wherein gamma is the density of the soil sample, and h is the depth of soil sample collection.
3. The method for measuring soil foundation bed coefficients according to claim 1, wherein: in the step F, correction of the standard sampling point means that a curve with a pressure variable LgP as a transverse standard and delta S as a vertical standard is re-fitted, a point O with the minimum curvature radius Rmin is found on the curve of the pressure variable and the deformation, a horizontal line OA and a tangent line OB are made through the point O, then a bisector OD of an angle AOB is made, the curve of the pressure variable and the deformation is developed to be a straight line finally, the straight line is reversely prolonged to enable the straight line to intersect with the bisector OD at a point E, a vertical line is made from the point E, an intersection point F exists between the vertical line and the curve of the pressure variable and the deformation, the delta S value corresponding to the intersection point F is the delta S value of the standard sampling point, and finally the delta S value is re-brought into the curve of the pressure and the deformation, and the corrected standard sampling point is obtained.
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