CN117758804A - Compaction degree nondestructive testing device and method for dynamic compaction treatment foundation - Google Patents
Compaction degree nondestructive testing device and method for dynamic compaction treatment foundation Download PDFInfo
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- CN117758804A CN117758804A CN202311839012.9A CN202311839012A CN117758804A CN 117758804 A CN117758804 A CN 117758804A CN 202311839012 A CN202311839012 A CN 202311839012A CN 117758804 A CN117758804 A CN 117758804A
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Abstract
The invention discloses a compaction degree nondestructive testing device and a compaction degree nondestructive testing method for a foundation under dynamic compaction treatment, wherein the testing device comprises the following components: pressure sensor, displacement sensor, gesture sensor, data transmission system and data processing system. The compaction degree distribution of the whole site is calculated through a corresponding formula of the compaction degree and the rebound modulus measured by a sand filling method, and then the dynamic compaction treatment effect is evaluated. The invention carries out local refitting on the original dynamic compaction equipment, does not need special detection, and saves time and labor. The nondestructive detection of the compaction degree of the foundation soil body at the dynamic compaction treatment can be realized during construction, and the detection range is fully covered without dead angles. The method can be widely applied to the detection of the dynamic compaction treatment effect of the foundation such as municipal administration, highway, railway, water conservancy and construction.
Description
Technical Field
The invention belongs to the technical field of foundation quality nondestructive testing, and particularly relates to a compaction degree nondestructive testing device and method for a foundation under dynamic compaction treatment.
Background
Common foundation treatment methods include a replacement method, a grouting method, a dynamic compaction method and the like. The dynamic compaction method has the advantages of simple construction process, low cost, short period and the like, and is widely applied to foundation reinforcement projects such as traffic, building construction, airports, wharfs and the like. The dynamic compaction method has wide application range and good reinforcement effect on foundations with different soil properties.
However, the dynamic compaction treatment effect is affected by many complex factors such as the nature of foundation rock and soil, the dynamic compaction construction parameters and the like, and the current quality detection means for the dynamic compaction treatment effect is mainly carried out through an in-situ test. The common nondestructive testing means mainly comprise the following steps:
(1) Plate load test: the method mainly comprises the steps of constructing a counterforce device on site, and evaluating the bearing capacity of the dynamic compaction foundation soil by applying static load to the dynamic compaction foundation to obtain graded load and foundation settlement value. The defects are long period, high cost, suitability for only selecting representative points, insufficient detection coverage and easy missed judgment. And only the bearing capacity of the shallow surface foundation can be evaluated.
(2) Rayleigh wave method: when the Rayleigh surface wave encounters the density change of roadbed soil in the propagation process, the phenomenon of dispersion occurs, and the speed mutation occurs on a dispersion curve, so that the detection of the compactness of the foundation is realized. The disadvantage is the multiple solutions that require drilling for verification. High cost and low speed.
(3) Geological radar method: geological radar is a device that uses an antenna to transmit electromagnetic pulses into the ground and receive reflected waves from different medium interfaces in the ground. As electromagnetic waves propagate in a medium, their path, electromagnetic field strength, and wave shape change as the electromagnetic properties (σ, ε, μ) and geometry of the medium through which they pass change. And according to the received information such as time, amplitude, waveform, frequency and the like of the echo, the layering and compaction degree of the foundation soil medium can be judged. The disadvantage is the multiple solutions that require drilling for verification. High cost and low speed.
In summary, the conventional dynamic compaction construction quality detection needs to perform special geophysical prospecting nondestructive detection after the dynamic compaction construction is completed, and because the geophysical prospecting cost is high, the detection is generally performed by sampling the selected characteristic points, and a certain risk of missed judgment and misjudgment exists.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, and provides a nondestructive testing device and a nondestructive testing method for the foundation quality of dynamic compaction treatment, which are used for carrying out local refitting on original dynamic compaction equipment without special detection, and are time-saving and labor-saving. The nondestructive detection of the compaction degree of the foundation soil body at the dynamic compaction treatment can be realized during construction, and the detection range is fully covered without dead angles.
The compaction degree nondestructive testing device for the dynamic compaction treatment foundation comprises: a data acquisition system, a data transmission system and a data processing system.
The data acquisition system consists of a pressure sensor, a displacement sensor and a posture sensor. The attitude sensor is mounted to the side wall of the last tamper, the pressure sensor and the displacement sensor are mounted to the bottom of the tamper, and 9 pairs are mounted at the edge at 1/4 times the diameter of the tamper at the center point, and at 90 degrees.
The maximum pressure value P collected by the pressure sensor 1 、P 2 、P 3 …P 9 Maximum displacement value S acquired by displacement sensor 1 、S 2 、S 3 …S 9 The tilt angle theta of the rammer acquired by the attitude sensor is calculated by the following formula to obtain the rebound modulus E of the detected foundation.
Wherein E is the rebound modulus of the roadbed, P i The maximum pressure value of the rammer, D is the diameter of the rammer; mu is the Poisson coefficient of the roadbed, S i Is the maximum displacement value (m) of the ram.
The detection method comprises the following operation steps:
(1) Dividing the field into regions according to the foundation soil data provided by survey, and numbering MM for each region 1 、MM 2 …MM n ；
(2) MM in each region 1 、MM 2 …MM n Selecting a 20M multiplied by 20M tamper test area M 1 、M 2 …M n Performing a tamper test, selecting different dynamic compaction design parameters including tamper energy, tamper point distance, tamper times, tamper pass number and last two tamper subsidence amounts according to engineering analogy methods by referring to different physical and mechanical properties of foundation lands of each region;
(3) To tamper with the area M 1 For example, dynamic compaction construction is carried out according to the design parameters of the test ramming, and the rebound modulus distribution of the whole test ramming area is measured by adopting the detection device when the last time of ramming is completed;
(4) In the tamper test area M 1 Selecting 16 points to measure the compactness K of each point by adopting a sand filling method 1,1 、K 1,2 、K 1,3 …K 1,16 And establishing the compactness and the measured in the step (3)A correlation formula GS-1 of the rebound modulus;
(5) According to the formula GS-1 deduced in the step (4), the tamper test area M is calculated reversely 1 Degree of compaction K 1 ' distribution, and based on back-calculation of degree of compaction K 1 ' and design compaction degree K 0 The ratio of (2) to (d) is used to adjust the design parameters. If K 1 ’/K 0 If the design parameter is more than 1, the design parameter is not adjusted; if K 1 ’/K 0 And < 1, the design parameters are improved. K (K) 1 ' as tamper area M 1 Is a back-calculated compaction degree weighted average of (2);
(6) Repeating the steps (3), (4) and (5) to obtain each tamper test area M 1 、M 2 …M n Corresponding correlation formulas GS-1, GS-2 and … GS-n and corresponding dynamic compaction design parameters;
(7) Carrying out dynamic compaction treatment on the whole field by adopting the regulated and optimized dynamic compaction design parameters;
(8) The detection device provided by the invention is adopted for the last full rammer to measure the rebound modulus distribution of the whole field, and each ramming test area M is reversely calculated according to the correlation formulas GS-1 and GS-2 … GS-n obtained in the step (6) 1 、M 2 …M n Corresponding treated land mass MM 1 、MM 2 …MM n Is a compaction degree distribution of (c). Thereby reflecting the treatment effect of the dynamic compaction foundation through the compactness.
Compared with the prior art, the method fully utilizes the existing construction machinery, and performs local modification on the tamping hammer fully filled in the last time, so that the compacted foundation soil compactness of the foundation treated in the whole construction site can be obtained. And the detection data and the construction are synchronous, so that time and labor are saved. The dynamic compaction parameters can be timely adjusted through real-time detection data, and the construction quality problem caused by the postposition of the traditional test detection program is avoided. Meanwhile, through post-processing of the detection data, a real compaction cloud picture of the foundation soil body of the treatment area can be obtained. The first-hand original data is provided for the operation maintenance and disease treatment of later-period management and maintenance units, and the basic data can be provided for the theoretical research of the dynamic compaction foundation treatment. Therefore, the method can be widely applied to the treatment quality effect evaluation of dynamic compaction construction of municipal administration, highways, railways, water conservancy, buildings and the like.
Drawings
FIG. 1 is an elevation detail view of a detection device.
Fig. 2 is a schematic plan view of the detection device.
Fig. 3 is a schematic view of treatment area division.
FIG. 4 is a tamper site M 1 And (5) a construction schematic diagram.
Detailed Description
In order to enable those skilled in the art to better understand the technical scheme of the invention, the nondestructive testing device and the nondestructive testing method for the foundation quality of dynamic compaction provided by the invention are described in detail below with reference to the embodiment. The following examples are only illustrative of the present invention and are not intended to limit the scope of the invention.
Example 1
As shown in fig. 1, a nondestructive testing device and method for compaction degree of a dynamic compaction treatment foundation comprise a data acquisition system 1, a data transmission system 2 and a data processing system 3.
The data acquisition system 1 is characterized by comprising a pressure sensor 101, a displacement sensor 102 and an attitude sensor 103.
The data acquisition system 1 is further characterized in that the attitude sensor 103 is mounted to the side wall of the last tamper 4, the pressure sensor 101 and the displacement sensor 102 are mounted to the bottom of the tamper, and 9 pairs are mounted at the center point, 1/4 of the diameter, the edges, and at 90 degrees.
The data transmission system 2 is further characterized in that the data transmission system 2 is mounted beside the attitude sensor 103.
The data processing system 3 is characterized in that the maximum pressure value P acquired by the pressure sensor 101 1 、P 2 、P 3 …P 9 Maximum displacement value S acquired by displacement sensor 102 1 、S 2 、S 3 …S 9 The ram inclination angle θ acquired by the attitude sensor 103 is calculated by the following formula to obtain the modulus of resilience E of the detected foundation.
Wherein E is the rebound modulus of the roadbed, P i The maximum pressure value of the rammer, D is the diameter of the rammer; mu is the Poisson coefficient of the roadbed, S i Is the maximum displacement value (m) of the ram.
The detection method comprises the following operation steps:
(1) Dividing the field into regions according to the foundation soil data provided by survey, and numbering MM for each region 1 、MM 2 …MM n ；
(2) MM in each region 1 、MM 2 …MM n Selecting a 20M multiplied by 20M tamper test area M 1 、M 2 …M n Performing a tamper test, selecting different dynamic compaction design parameters including tamper energy, tamper point distance, tamper times, tamper sinking amounts and the like according to engineering analogy methods by referring to different physical and mechanical properties of foundation lands of each region;
(3) To tamper with the area M 1 For example, dynamic compaction construction is carried out according to the design parameters of the test ramming, and the rebound modulus distribution of the whole test ramming area is measured by adopting the detection device when the last time of ramming is completed;
(4) In the tamper test area M 1 Selecting 16 points to measure the compactness K of each point by adopting a sand filling method 1,1 、K 1,2 、K 1,3 …K 1,16 And establishing a related relation formula GS-1 of the compactness and the rebound modulus measured in the step (3);
(5) According to the formula GS-1 deduced in the step (4), the tamper test area M is calculated reversely 1 Degree of compaction K 1 ' distribution, and based on back-calculation of degree of compaction K 1 ' and design compaction degree K 0 The ratio of (2) to (d) is used to adjust the design parameters. If K 1 ’/K 0 If the design parameter is more than 1, the design parameter is not adjusted; if K 1 ’/K 0 And < 1, the design parameters are improved. K (K) 1 ' as tamper area M 1 Is a back-calculated compaction degree weighted average of (2);
(6) Repeating the steps (3), (4) and (5) to obtain each tamper test area M 1 、M 2 …M n Corresponding correlation formulaGS-1, GS-2 and … GS-n and corresponding dynamic compaction design parameters;
(7) Carrying out dynamic compaction treatment on the whole field by adopting the regulated and optimized dynamic compaction design parameters;
(8) The detection device provided by the invention is adopted for the last full rammer to measure the rebound modulus distribution of the whole field, and each ramming test area M is reversely calculated according to the correlation formulas GS-1 and GS-2 … GS-n obtained in the step (6) 1 、M 2 …M n Corresponding treated land mass MM 1 、MM 2 …MM n Is a compaction degree distribution of (c). Thereby reflecting the treatment effect of the dynamic compaction foundation through the compactness.
The prior loess foundation for a certain expressway has the defect that the height of the overlying roadbed is 25m, the bearing capacity of the foundation is insufficient, and dynamic compaction treatment is needed. The method comprises the following steps of:
(1) Referring to the foundation soil data provided by investigation, dividing the field into three areas, namely MM 1 、MM 2 And MM (MM) 3 。
(2) At MM 1 Selecting a tamper test area M of 30M multiplied by 30M 1 Performing a tamper test, selecting different dynamic compaction design parameters according to engineering analogy methods by referring to different physical and mechanical properties of foundation lands of each region, wherein tamper energy is 12000kNm, tamper points in the first time are arranged in a square shape, tamper point spacing is 10m, and tamper energy is 12000kN.m; the second-pass tamping point is positioned at the center of a square formed by the first-pass tamping points, the tamping energy is 12000kN.m, the third-pass tamping point is the inserting tamping point, the tamping point is positioned at the center of a side line of the square formed by the first-pass tamping points, and the tamping energy is 6000kN.m. And the fourth-time tamping point is used for reinforcing and tamping the center of a square formed by the first three times of tamping points, and the tamping energy is 4000kN.m. The fifth pass is full ramming, the full ramming energy level is 2000kN.m, the second pass is 2 strokes, and the overlapping joints are hammer-stamped by 1/4 of each other.
(3) Performing the first four times of dynamic compaction construction according to the tamper design parameters, and installing the detection device on a tamper used in the fifth time to measure the rebound modulus distribution of the whole tamper test area when the tamper is fully used in the fifth time;
(4) In the tamper test area M 1 Selecting 16 points to measure the compactness K of each point by adopting a sand filling method 1,1 、K 1,2 、K 1,3 …K 1,16 And establishing a related relation formula GS-1 of the compactness and the rebound modulus measured in the step (3);
(5) According to the formula GS-1 deduced in the step (4), the tamper test area M is calculated reversely 1 Degree of compaction K 1 ' distribution, and based on back-calculation of degree of compaction K 1 ' and design compaction degree K 0 The ratio of (2) to (d) is used to adjust the design parameters. If K 1 ’/K 0 If the design parameter is more than 1, the design parameter is not adjusted; if K 1 ’/K 0 And < 1, the design parameters are improved. K (K) 1 ' as tamper area M 1 Is a back-calculated compaction degree weighted average of (2);
(6) Repeating the steps (3), (4) and (5) to obtain each tamper test area M 1 、M 2 And M 3 Corresponding correlation formulas GS-1, GS-2 and GS-3 and corresponding dynamic compaction design parameters;
(7) Carrying out dynamic compaction treatment on the whole field by adopting the regulated and optimized dynamic compaction design parameters;
(8) The last full rammer adopts the detection device provided by the invention to measure the rebound modulus distribution of the whole field, and reversely calculates each ramming area M according to the correlation formulas GS-1, GS-2 and GS-3 obtained in the step (6) 1 、M 2 And M 3 Corresponding treated land mass MM 1 、MM 2 And MM (MM) 3 Is a compaction degree distribution of (c). Thereby reflecting the treatment effect of the dynamic compaction foundation through the compactness.
While the present invention has been described in detail with reference to the embodiments, the present invention is not limited to the above-described embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art, and the present invention shall also be considered as the scope of the present invention.
Claims (5)
1. A compaction degree nondestructive testing device for a dynamic compaction treatment foundation, which is characterized by comprising: a data acquisition system, a data transmission system and a data processing system.
2. The non-destructive testing device for the compactness of a dynamic compaction treatment foundation according to claim 1, wherein the data acquisition system is composed of a pressure sensor, a displacement sensor and a posture sensor.
3. The non-destructive inspection apparatus for the degree of compaction of a foundation under dynamic compaction according to claim 2 wherein the attitude sensor is mounted to the side wall of the ram of the last pass, the pressure sensor and the displacement sensor are mounted to the bottom of the ram and 9 pairs are mounted at the center point, 1/4 the diameter, and the edges at 90 ° angle along the diameter of the ram.
4. A compaction non-destructive testing apparatus for a dynamic compaction treated foundation according to claim 3, wherein the maximum pressure value P acquired by the pressure sensor is set to 1 、P 2 、P 3 …P 9 Maximum displacement value S acquired by displacement sensor 1 、S 2 、S 3 …S 9 The tilt angle theta of the rammer acquired by the attitude sensor is calculated by the following formula to obtain the rebound modulus E of the detected foundation:
wherein E is the rebound modulus of the roadbed, P i The maximum pressure value of the rammer, D is the diameter of the rammer; mu is the Poisson coefficient of the roadbed, S i The maximum displacement value of the ram is given in m.
5. The nondestructive testing method for the compactness of the dynamic compaction treated foundation is characterized by comprising the following operation steps of:
(1) Dividing the field into regions according to the foundation soil data provided by survey, and numbering MM for each region 1 、MM 2 …MM n ；
(2) MM in each region 1 、MM 2 …MM n Selecting a 20M multiplied by 20M tamper test area M 1 、M 2 …M n Performing tamper test, referring to each regionDifferent dynamic compaction design parameters are selected according to engineering analogy methods, wherein the different dynamic compaction design parameters comprise compaction energy, compaction point spacing, compaction times and final two compaction settlement amounts;
(3) To tamper with the area M 1 For example, performing dynamic compaction according to the design parameters of the test compaction, and measuring the rebound modulus distribution of the whole test compaction area by adopting the detection device according to any one of claims 1-4 when the test compaction is completed last time;
(4) In the tamper test area M 1 Selecting 16 points to measure the compactness K of each point by adopting a sand filling method 1,1 、K 1,2 、K 1,3 …K 1,16 And establishing a related relation formula GS-1 of the compactness and the rebound modulus measured in the step (3);
(5) According to the formula GS-1 deduced in the step (4), the tamper test area M is calculated reversely 1 Degree of compaction K 1 ' distribution, and based on back-calculation of degree of compaction K 1 ' and design compaction degree K 0 The ratio of (2) to (3) adjusting the design parameters; if K 1 ’/K 0 If the design parameter is more than 1, the design parameter is not adjusted; if K 1 ’/K 0 If the design parameters are less than 1, the design parameters are improved; k (K) 1 ' as tamper area M 1 Is a back-calculated compaction degree weighted average of (2);
(6) Repeating the steps (3), (4) and (5) to obtain each tamper test area M 1 、M 2 …M n Corresponding correlation formulas GS-1, GS-2 and … GS-n and corresponding dynamic compaction design parameters;
(7) Carrying out dynamic compaction treatment on the whole field by adopting the regulated and optimized dynamic compaction design parameters;
(8) The last full rammer adopts the detection device of any one of claims 1-4 to measure the rebound modulus distribution of the whole field, and back calculates each ramming area M according to the correlation formulas GS-1, GS-2 … GS-n obtained in the step (6) 1 、M 2 …M n Corresponding treated land mass MM 1 、MM 2 …MM n The compactness distribution of the dynamic compaction foundation is reflected by the compactness.
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