CN117188425A - Method for determining effective reinforcement depth and range of dynamic compaction - Google Patents
Method for determining effective reinforcement depth and range of dynamic compaction Download PDFInfo
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Abstract
The invention relates to a method for determining effective reinforcement depth and range of dynamic compaction, which comprises the following steps: developing multiple groups of dynamic compaction tests on a construction foundation, wherein in the multiple groups of dynamic compaction tests, the total compaction energy is a fixed value, and the compaction times or the compaction energy of each compaction are changed and form a group of dynamic compaction tests; arranging a plurality of monitoring points in a construction foundation around a tamping point selected by a dynamic compaction test, and arranging an acceleration sensor and a pore water pressure sensor on the monitoring points; acquiring soil mass data before and after each monitoring point is tamped, acceleration data and pore water pressure data acquired by a sensor unit after each monitoring point is tamped, so as to calculate reinforcement effect improvement rate of the monitoring points in each group of dynamic compaction tests, and calculate reinforcement analysis data of each monitoring point; and determining the effective reinforcement depth and the horizontal range of dynamic compaction on the construction foundation based on reinforcement analysis data of monitoring points obtained by multiple groups of dynamic compaction tests. The invention can accurately obtain the effective reinforcement depth and range of the dynamic compaction.
Description
Technical Field
The invention belongs to the technical field of foundation reinforcement, and particularly relates to a method for determining effective reinforcement depth and range of dynamic compaction.
Background
The dynamic compaction method is an effective reinforcement measure in foundation treatment engineering, and is commonly used in large-scale engineering of wharfs, ports and airports. In the process of construction of engineering projects such as wharfs, land backfill foundations such as caisson wharfs, square wall wharfs and sheet pile wharfs are often arranged immediately behind wharfs, and the backfill foundations are required to be subjected to foundation treatment so as to meet corresponding bearing capacity and settlement requirements.
However, in the dynamic compaction foundation treatment process, strong ground vibration often causes deformation of the wharf structure, so that stability and safety are affected. Therefore, in the foundation treatment area close to the wharf structure, the boundary line of the wharf structure is often required to be set, for example, based on engineering experience, the dynamic compaction foundation treatment is generally set to 80-100 m, and when different energy is actually adopted to consolidate different soil foundations, the allowable distance of large-energy dynamic compaction construction equipment for different wharf structures is different. When the process is within the boundary line, namely, when the process is in the vicinity of the wharf structure, the process is performed in a low-energy-level dense foundation treatment mode, such as vibration rolling, rapid compaction, low-energy-level dynamic compaction and other corresponding process control flows and measures, so that the requirements on safety and stability of the wharf structure are met.
At present, the research on dynamic compaction vibration at home and abroad is mostly in the laboratory and numerical simulation stage, the research related to practical engineering application is less, the vibration effect generated by compaction treatment such as dynamic compaction is required to be tested according to the practical engineering project condition, and further analysis and summary are carried out to obtain the vibration energy transfer rule in the foundation treatment process of the dynamic compaction. Therefore, when the dynamic compaction foundation is adopted for treatment, the effective reinforcement depth and reinforcement range of the dynamic compaction foundation are determined in advance, and the dynamic compaction foundation is extremely important for controlling the construction quality and the safety in the construction process.
Disclosure of Invention
The invention aims to provide a method for determining the effective reinforcement depth and range of a dynamic compaction, which can accurately obtain the effective reinforcement depth and range of the dynamic compaction.
The invention is realized by the following technical scheme:
a method for determining effective reinforcement depth and range of dynamic compaction, comprising the steps of:
developing multiple groups of dynamic compaction tests on a construction foundation, wherein in the multiple groups of dynamic compaction tests, the total compaction energy is a fixed value, and the compaction times or the compaction energy of each compaction are changed and form a group of dynamic compaction tests;
before each group of dynamic compaction test is carried out, a plurality of groups of monitoring points are arranged in a construction foundation around the compaction point selected by the dynamic compaction test at intervals, each group of monitoring points comprises a plurality of rows of monitoring points with different horizontal distances from the compaction point, each row of monitoring points comprises a plurality of monitoring points which are arranged at intervals along the vertical direction, a sensor unit is arranged on each monitoring point, and each sensor unit comprises an acceleration sensor and a pore water pressure sensor;
before each group of dynamic compaction tests are carried out, initial soil data of each monitoring point are obtained, after each group of dynamic compaction tests are carried out, soil data of each monitoring point after being compacted are obtained, acceleration data and pore water pressure data which are collected by a sensor unit are obtained, the reinforcement effect improvement rate of each monitoring point is calculated based on the initial soil data of each monitoring point and the soil data after being compacted, and the soil data at least comprise one of standard penetration number or penetration resistance;
for each group of dynamic compaction tests, calculating reinforcement analysis data of each monitoring point based on reinforcement effect improvement rate of each monitoring point, acceleration data and pore water pressure data acquired by a sensor unit on the monitoring point, wherein the reinforcement analysis data comprises a vertical reinforcement effect improvement rate, a vertical acceleration improvement rate, a vertical pore water pressure improvement rate, a first ratio of the vertical reinforcement effect improvement rate to the vertical acceleration improvement rate, a second ratio of the vertical reinforcement effect improvement rate to the vertical pore water pressure improvement rate, a horizontal reinforcement effect improvement rate, a horizontal acceleration improvement rate, a horizontal pore water pressure improvement rate, a third ratio of the horizontal reinforcement effect improvement rate to the horizontal acceleration improvement rate and a fourth ratio of the horizontal reinforcement effect improvement rate to the horizontal pore water pressure improvement rate of the monitoring point along a direction far away from the tamping point;
and determining the effective reinforcement depth and the horizontal range of dynamic compaction on the construction foundation based on reinforcement analysis data of monitoring points obtained by multiple groups of dynamic compaction tests.
Further, the step of determining the effective reinforcement depth and the horizontal range of dynamic compaction on the construction foundation based on reinforcement analysis data of monitoring points obtained by multiple groups of dynamic compaction tests comprises the following steps:
comparing a plurality of reinforcement analysis data of the monitoring points by taking the monitoring points with the same relative positions as the tamping points in a plurality of groups of dynamic compaction tests as the same monitoring points to obtain a maximum vertical acceleration improvement rate, a maximum vertical pore water pressure improvement rate, a maximum horizontal acceleration improvement rate, a maximum horizontal pore water pressure improvement rate, a maximum first ratio, a maximum second ratio, a maximum third ratio and a maximum fourth ratio corresponding to the monitoring points;
selecting monitoring points in each column of monitoring points from top to bottom, taking a first monitoring point which meets a first selection condition as a first target monitoring point, and then obtaining the burying depth of the first target monitoring point in a construction foundation to obtain a plurality of burying depths, wherein the first selection condition is that the maximum first ratio and the maximum second ratio of the monitoring points are smaller than a preset first threshold value, and the maximum vertical acceleration rate and the maximum vertical pore water pressure rate of the monitoring points are smaller than a preset second threshold value;
comparing the obtained buried depths, and taking the maximum buried depth as the effective reinforcement depth of dynamic compaction on a construction foundation;
for each group of monitoring points, taking a plurality of monitoring points with the same embedded depth as the same row of monitoring points to obtain a plurality of rows of monitoring points, selecting the monitoring points in each row of monitoring points according to the sequence away from the tamping points, taking the first monitoring point meeting a second selection condition as a second target monitoring point, and then obtaining the horizontal distance between the second target monitoring point and the tamping point to obtain a plurality of horizontal distances, wherein the second selection condition is that the maximum third ratio and the maximum fourth ratio of the monitoring points are smaller than a preset first threshold value, and the maximum horizontal acceleration improvement rate and the maximum horizontal pore water pressure improvement rate of the monitoring points are smaller than a preset second threshold value;
and comparing the obtained horizontal distances, and taking the maximum horizontal distance as the effective reinforcement horizontal range of dynamic compaction on the construction foundation.
Further, in the step of developing multiple groups of dynamic compaction tests on the construction foundation, four groups of dynamic compaction tests, namely a first group of dynamic compaction test, a second group of dynamic compaction test, a third group of dynamic compaction test and a fourth group of dynamic compaction test, are developed on the construction foundation; wherein,
the number of times of tamping in the first group of dynamic compaction tests is one, and the tamping energy of tamping is the total tamping energy;
the number of times of the second group of dynamic compaction tests is three, and the compaction energy of each compaction is one third of the total compaction energy;
the third group of dynamic compaction test has three times of compaction, the first time of compaction can be three sixths of the total compaction energy, the second time of compaction can be two sixths of the total compaction energy, and the third time of compaction can be one sixth of the total compaction energy;
the number of times of the fourth group of dynamic compaction test is three, the first time of compaction can be one sixth of the total compaction energy, the second time of compaction can be two sixth of the total compaction energy, and the third time of compaction can be three sixth of the total compaction energy.
Further, in each group of monitoring points, the number of the monitoring points in the plurality of columns of monitoring points is gradually decreased one by one along the direction away from the tamping point, and a plurality of monitoring points in each case are sequentially arranged at intervals from top to bottom along the vertical direction.
Further, the step of calculating the reinforcement effect improvement rate of each monitoring point based on the initial soil data and the rammed soil data of each monitoring point includes:
if the soil mass data comprises the standard penetration number, for each monitoring point, calculating the reinforcement effect improvement rate of the monitoring point by adopting the following formula:
wherein W is the reinforcing effect improvement rate, SPT Initially, the method comprises To monitor the initial number of target hits, SPT Rear part (S) The standard number of the marked impact after the impact of the monitoring point;
if the soil mass data comprises penetration resistance, for each monitoring point, calculating the reinforcement effect improvement rate of the monitoring point by adopting the following formula:
in CPT Initially, the method comprises To monitor the initial penetration resistance of the spot, CPT Rear part (S) The penetration resistance after the impact of the monitoring point is measured;
if the soil mass data comprises the standard penetration number and penetration resistance, for each monitoring point, calculating the reinforcement effect improvement rate of the monitoring point by adopting the following formula:
further, for each set of dynamic compaction test, the step of calculating reinforcement analysis data of each monitoring point based on reinforcement effect improvement rate of each monitoring point, acceleration data and pore water pressure data acquired by a sensor unit on the monitoring point comprises:
the vertical reinforcement effect improvement rate of the monitoring point along the depth direction is calculated by adopting the following formula:
in which W is n1i For the calculated improvement rate of the vertical reinforcement effect of the monitoring point along the depth direction, W 1i To calculate the reinforcement effect improvement rate of the monitoring points, W 1(i-1) The reinforcement effect improvement rate of the monitoring points above the calculated monitoring points along the depth direction;
the vertical acceleration improvement rate of the monitoring point along the depth direction is calculated by adopting the following formula:
wherein J is n1i For the calculated vertical acceleration improvement rate of the monitoring point along the depth direction, J 1i For calculated acceleration data of the monitoring point, J 1(i-1) Acceleration data for a monitoring point located above the calculated monitoring point in the depth direction;
the vertical pore water pressure improvement rate of the monitoring point along the depth direction is calculated by adopting the following formula:
wherein K is n1i For the calculated vertical pore water pressure increasing rate of the monitoring point along the depth direction, K 1i K is pore water pressure data of the calculated monitoring points 1(i-1) Pore water pressure data for a monitoring point located above the calculated monitoring point in the depth direction;
the following formula is adopted to calculate the improvement rate of the horizontal reinforcement effect of the monitoring point along the direction away from the tamping point:
in which W is n2i For the calculated improvement rate of the horizontal reinforcement effect of the monitoring point along the direction far away from the tamping point, W 2i To calculate the reinforcement effect improvement rate of the monitoring points, W 2(i-1) The reinforcement effect improvement rate for the monitoring point located behind the calculated monitoring point in the direction away from the tamping point;
the following formula is adopted to calculate the horizontal acceleration improvement rate of the monitoring point along the direction away from the tamping point:
wherein J is n2i For the calculated horizontal acceleration improvement rate of the monitoring point along the direction far away from the tamping point, J 2i For calculated acceleration data of the monitoring point, J 2(i-1) Acceleration data for a monitoring point located behind the calculated monitoring point in a direction away from the tamper point;
the following formula is adopted to calculate the water pressure improvement rate of the horizontal pore of the monitoring point along the direction away from the tamping point:
wherein K is n2i For the calculated water pressure increasing rate of the horizontal pore of the monitoring point along the direction far away from the tamping point, K 2i K is pore water pressure data of the calculated monitoring points 2(i-1) Is pore water pressure data along a monitoring point located behind the calculated monitoring point in a direction away from the tamper point.
Further, in the step of developing multiple groups of dynamic compaction tests on the construction foundation, each group of dynamic compaction tests is performed several times.
Compared with the prior art, the invention has the beneficial effects that: by adopting a field test means and analyzing the vibration acceleration, the pore water pressure change and the soil mass data before and after the dynamic compaction, the reinforcement depth in the vertical direction and the reinforcement range in the horizontal direction of the dynamic compaction foundation treatment method in the foundation can be accurately determined, and the method has important significance for evaluating the dynamic compaction reinforcement effect and reducing the influence of the dynamic compaction construction on the surrounding existing buildings and environments.
Drawings
FIG. 1 is a flow chart of the steps of the method of determining effective reinforcement depth and range of dynamic compaction of the present invention;
FIG. 2 is a schematic plan view of a plurality of groups of monitoring points arranged around tamper points in the method for determining effective reinforcement depth and range of dynamic compaction of the present invention;
FIG. 3 is a schematic cross-sectional view of monitoring points disposed around tamper points in the method of determining effective reinforcement depth and range of dynamic compaction of the present invention.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures. Meanwhile, in the description of the present invention, the terms "first", "second", and the like are used only to distinguish the description, and are not to be construed as indicating or implying relative importance.
It is noted that relational terms such as first and second, and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
In the description of the present invention, it should be noted that, directions or positional relationships indicated by terms such as "upper", "lower", "inner", "outer", etc., are directions or positional relationships based on those shown in the drawings, or those that are conventionally put in use, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or elements to be referred to must have a specific direction, be constructed and operated in a specific direction, and thus should not be construed as limiting the present invention.
Referring to fig. 1, 2 and 3, fig. 1 is a flowchart illustrating steps of a method for determining an effective reinforcement depth and range of a dynamic compaction according to the present invention, fig. 2 is a schematic plan view illustrating a plurality of groups of monitoring points arranged around a tamper in the method for determining an effective reinforcement depth and range of a dynamic compaction according to the present invention, and fig. 3 is a schematic sectional view illustrating a plurality of groups of monitoring points arranged around a tamper in the method for determining an effective reinforcement depth and range of a dynamic compaction according to the present invention. A method for determining effective reinforcement depth and range of dynamic compaction, comprising the steps of:
s1, developing a plurality of groups of dynamic compaction tests on a construction foundation, wherein in the plurality of groups of dynamic compaction tests, the total compaction energy is a fixed value, the compaction times or the compaction energy of each compaction are changed, and the compaction times and the compaction energy corresponding to each compaction form a group of dynamic compaction tests;
s2, before each group of dynamic compaction test is carried out, a plurality of groups of monitoring points are arranged in a construction foundation around the compaction point selected by the dynamic compaction test at intervals, each group of monitoring points comprises a plurality of rows of monitoring points with different horizontal distances from the compaction point, each row of monitoring points comprises a plurality of monitoring points which are arranged at intervals along the vertical direction, a sensor unit is arranged on each monitoring point, and each sensor unit comprises an acceleration sensor and a pore water pressure sensor;
s3, before each group of dynamic compaction tests are carried out, acquiring initial soil data of each monitoring point, after each group of dynamic compaction tests are carried out, acquiring soil data of each monitoring point after the compaction, acquiring acceleration data and pore water pressure data acquired by a sensor unit, and calculating reinforcement effect improvement rate of each monitoring point based on the initial soil data of each monitoring point and the soil data after the compaction, wherein the soil data at least comprises one of standard penetration number or penetration resistance;
s4, for each group of dynamic compaction tests, based on the reinforcement effect improvement rate of each monitoring point, the acceleration data and the pore water pressure data acquired by the sensor units on the monitoring points, calculating reinforcement analysis data of each monitoring point, wherein the reinforcement analysis data comprise a first ratio of the vertical reinforcement effect improvement rate, the vertical acceleration improvement rate, the vertical pore water pressure improvement rate, the vertical reinforcement effect improvement rate and the vertical acceleration improvement rate to a second ratio of the vertical reinforcement effect improvement rate and the vertical pore water pressure improvement rate of the monitoring points along the direction far away from the tamping points, a third ratio of the horizontal acceleration improvement rate, the horizontal pore water pressure improvement rate, the horizontal reinforcement effect improvement rate and the horizontal acceleration improvement rate and a fourth ratio of the horizontal reinforcement effect improvement rate and the horizontal pore water pressure improvement rate;
s5, based on reinforcement analysis data of monitoring points obtained by multiple groups of dynamic compaction tests, determining effective reinforcement depth and horizontal range of dynamic compaction on a construction foundation.
In the step S1, since the same total ramming energy is used, different ramming times and ramming schemes of the ramming energy corresponding to each ramming are adopted, the reinforcing effect on the construction foundation is different, and the influence range is also different, a plurality of groups of dynamic compaction tests are set in advance, the total ramming energy of the dynamic compaction tests is a fixed value, and the ramming times or the ramming energy of each ramming are changed, so that a group of dynamic compaction tests are formed by the changed ramming times and the ramming energy corresponding to each ramming, and a plurality of groups of dynamic compaction tests are set to consider various ramming conditions, so that the effective reinforcing depth and the horizontal range of the construction foundation can be evaluated reasonably.
Further, in the step of developing multiple groups of dynamic compaction tests on the construction foundation, four groups of dynamic compaction tests are respectively a first group of dynamic compaction tests, a second group of dynamic compaction tests, a third group of dynamic compaction tests and a fourth group of dynamic compaction tests; wherein,
the number of times of tamping in the first group of dynamic compaction tests is one, and the tamping energy of tamping is the total tamping energy;
the number of times of the second group of dynamic compaction tests is three, and the compaction energy of each compaction is one third of the total compaction energy;
the third group of dynamic compaction test has three times of compaction, the first time of compaction can be three sixths of the total compaction energy, the second time of compaction can be two sixths of the total compaction energy, and the third time of compaction can be one sixth of the total compaction energy;
the number of times of the fourth group of dynamic compaction test is three, the first time of compaction can be one sixth of the total compaction energy, the second time of compaction can be two sixth of the total compaction energy, and the third time of compaction can be three sixth of the total compaction energy.
Four groups of dynamic compaction tests are designed to reasonably evaluate the effective reinforcement depth and horizontal range of the construction foundation.
In the step S2, for each group of dynamic compaction test, the compaction point for the dynamic compaction test is first selected on the construction foundation, and in general, in the large-area foundation treatment, the geological condition of the construction foundation is almost the same, so that no special selection is needed for the compaction point, and the area with the representative geological condition can be selected on the construction foundation as the compaction point according to the on-site investigation condition of the construction foundation or according to the geological investigation data. After the tamper point is selected, a plurality of groups of monitoring points are arranged in a construction foundation around the tamper point for monitoring the data of the dynamic tamper, specifically, at least four groups of monitoring points are arranged, and four or more groups of monitoring points are arranged around the tamper point at equal intervals, so that the monitoring points are arranged on a plane in a ring shape to ensure that the monitoring points are in four directions around the tamper point, as shown in fig. 2. Further, since the ramming energy is gradually reduced in the horizontal direction and the vertical direction during dynamic compaction, in order to save the measurement cost and avoid wasting data, in each group of monitoring points, the number of the monitoring points in a plurality of columns of monitoring points is gradually decreased by one along the direction away from the ramming point, and a plurality of monitoring points in each group of monitoring points are sequentially arranged at intervals from top to bottom along the vertical direction. For example, in the horizontal direction from the tamper point, a row of monitoring points is buried at each 1m interval, 7 monitoring points are located at a row of monitoring points located at a distance of 1m from the tamper point, the distance between adjacent monitoring points is 1m, the monitoring depth is 7m when buried from top to bottom, 6 monitoring points are located at a row of monitoring points located at a distance of 2m from the tamper point, the distance between adjacent monitoring points is 1m when buried from top to bottom, the monitoring depth is 6m, 5 monitoring points are located at a row of monitoring points located at a distance of 3m from the tamper point, the distance between adjacent monitoring points is 1m when buried from top to bottom, the monitoring depth is 5m when buried from top to bottom, and so on, 1 monitoring point is located at a row of monitoring points located at a distance of 7m from the tamper point, the monitoring depth is 1m when buried from top to bottom, as shown in fig. 3. And when each monitoring point is embedded with a sensor unit, the acceleration data measured by the acceleration sensor has obvious directivity, so that the direction of the acceleration sensor is required to be consistent in the process of embedding the acceleration sensor. The guide frame can be used for preventing the acceleration sensor from deflecting when entering the monitoring point.
In the step S3, in order to determine the reinforcing effect of the dynamic compaction test on the soil body of the construction foundation, an in-situ test is performed near the compaction point before and after the dynamic compaction test is performed to obtain the initial soil body data and the tamped soil body data of each monitoring point, and if different dynamic compaction tests are not far apart, an in-situ test can be performed between two or three compaction points to obtain the initial soil body data and the tamped soil body data of each monitoring point in the dynamic compaction test. And after each group of dynamic compaction tests is carried out, acquiring acceleration data and pore water pressure data on each monitoring point through a sensor unit in each monitoring point in the dynamic compaction tests. And then, based on the initial soil data and the rammed soil data of each monitoring point in the dynamic compaction test, the reinforcement effect improvement rate of each monitoring point can be calculated. The soil mass data can be the standard number of the penetration, the penetration resistance or the combination of the standard number of the penetration and the penetration resistance. Further, the reinforcement effect improvement rate of each monitoring point is calculated as follows:
if the soil mass data comprises the standard penetration number, for each monitoring point, calculating the reinforcement effect improvement rate of the monitoring point by adopting the following formula:
wherein W is the reinforcing effect improvement rate, SPT Initially, the method comprises To monitor the initial number of target hits, SPT Rear part (S) The standard number of the marked impact after the impact of the monitoring point;
if the soil mass data comprises penetration resistance, for each monitoring point, calculating the reinforcement effect improvement rate of the monitoring point by adopting the following formula:
in CPT Initially, the method comprises To monitor the initial penetration resistance of the spot, CPT Rear part (S) The penetration resistance after the impact of the monitoring point is measured;
if the soil mass data comprises the standard penetration number and penetration resistance, for each monitoring point, calculating the reinforcement effect improvement rate of the monitoring point by adopting the following formula:
in addition, for each row of monitoring points, according to the reinforcement effect improvement rate of a plurality of monitoring points in each row of monitoring points, the average improvement rate of each row of monitoring points can be calculated to be used as reference data for preliminarily judging the reinforcement effect of dynamic compaction, and the reinforcement effect is generally considered to be good when reaching more than 50%, preferably 30-50%, and poor when being lower than 30%.
Further, in order to eliminate the accidental error of one test, in the step S1, in the step of developing multiple sets of dynamic compaction tests on the construction foundation, each set of dynamic compaction tests is performed several times. Preferably, each set of dynamic compaction tests is performed 3 times. The same dynamic compaction test is performed in the same area where the foundation is constructed as much as possible.
Because each set of dynamic compaction test is performed several times, in step S3, for each monitoring point in each set of dynamic compaction test, several initial soil data, several rammed soil data, several acceleration data and several pore water pressure data are obtained, so for each monitoring point in each set of dynamic compaction test, an average value of several initial soil data, an average value of several rammed soil data, an average value of several acceleration data and an average value of several pore water pressure data are calculated respectively, the calculated average value of several initial soil data is taken as the initial soil data of the monitoring point, the calculated average value of several rammed soil data is taken as the rammed soil data of the monitoring point, the calculated average value of several acceleration data is taken as the acceleration data of the monitoring point, and the calculated average value of several pore water pressure data is taken as the pore water pressure data of the monitoring point, so as to perform subsequent calculation.
In the step S4, the following formula is adopted to calculate the improvement rate of the vertical reinforcement effect of the monitoring point along the depth direction:
in which W is n1i For the calculated improvement rate of the vertical reinforcement effect of the monitoring point along the depth direction, W 1i To calculate the reinforcement effect improvement rate of the monitoring points, W 1(i-1) To monitor above the calculated monitoring point in the depth directionThe reinforcement effect of the measuring point is improved;
the vertical acceleration improvement rate of the monitoring point along the depth direction is calculated by adopting the following formula:
wherein J is n1i For the calculated vertical acceleration improvement rate of the monitoring point along the depth direction, J 1i For calculated acceleration data of the monitoring point, J 1(i-1) Acceleration data for a monitoring point located above the calculated monitoring point in the depth direction;
the vertical pore water pressure improvement rate of the monitoring point along the depth direction is calculated by adopting the following formula:
wherein K is n1i For the calculated vertical pore water pressure increasing rate of the monitoring point along the depth direction, K 1i K is pore water pressure data of the calculated monitoring points 1(i-1) Pore water pressure data for a monitoring point located above the calculated monitoring point in the depth direction;
the following formula is adopted to calculate the improvement rate of the horizontal reinforcement effect of the monitoring point along the direction away from the tamping point:
in which W is n2i For the calculated improvement rate of the horizontal reinforcement effect of the monitoring point along the direction far away from the tamping point, W 2i To calculate the reinforcement effect improvement rate of the monitoring points, W 2(i-1) The reinforcement effect improvement rate for the monitoring point located behind the calculated monitoring point in the direction away from the tamping point;
the following formula is adopted to calculate the horizontal acceleration improvement rate of the monitoring point along the direction away from the tamping point:
wherein J is n2i For the calculated horizontal acceleration improvement rate of the monitoring point along the direction far away from the tamping point, J 2i For calculated acceleration data of the monitoring point, J 2(i-1) Acceleration data for a monitoring point located behind the calculated monitoring point in a direction away from the tamper point;
the following formula is adopted to calculate the water pressure improvement rate of the horizontal pore of the monitoring point along the direction away from the tamping point:
wherein K is n2i For the calculated water pressure increasing rate of the horizontal pore of the monitoring point along the direction far away from the tamping point, K 2i K is pore water pressure data of the calculated monitoring points 2(i-1) Is pore water pressure data along a monitoring point located behind the calculated monitoring point in a direction away from the tamper point.
For each monitoring point, a first ratio M of the vertical reinforcement effect improvement rate to the vertical acceleration improvement rate can be obtained according to the calculation result n1i The method comprises the following steps:
second ratio L of vertical reinforcement effect improvement rate to vertical pore water pressure improvement rate n1i The method comprises the following steps:
the third ratio of the horizontal reinforcement effect improvement rate to the horizontal acceleration improvement rate is:
the fourth ratio of the improvement rate of the horizontal reinforcing effect to the improvement rate of the horizontal pore water pressure is:
based on the calculation process, the plurality of monitoring points of each group of dynamic compaction tests are calculated one by one, so that reinforcement analysis data of each monitoring point in each group of dynamic compaction tests are obtained.
The step S5 comprises the following steps:
s51, using monitoring points with the same relative positions as the tamping points in a plurality of groups of dynamic compaction tests as the same monitoring points, and comparing a plurality of reinforcement analysis data of the monitoring points to obtain a maximum vertical acceleration improvement rate, a maximum vertical pore water pressure improvement rate, a maximum horizontal acceleration improvement rate, a maximum horizontal pore water pressure improvement rate, a maximum first ratio, a maximum second ratio, a maximum third ratio and a maximum fourth ratio corresponding to the monitoring points;
s52, selecting monitoring points from each row of monitoring points in the sequence from top to bottom, taking a first monitoring point which meets a first selection condition as a first target monitoring point, and then obtaining the burying depth of the first target monitoring point in a construction foundation to obtain a plurality of burying depths, wherein the first selection condition is that the maximum first ratio and the maximum second ratio of the monitoring points are smaller than a preset first threshold value, and the maximum vertical acceleration improvement rate and the maximum vertical pore water pressure improvement rate of the monitoring points are smaller than a preset second threshold value;
s53, comparing the obtained buried depths, and taking the maximum buried depth as the effective reinforcement depth of dynamic compaction on the construction foundation;
s54, regarding each group of monitoring points, taking a plurality of monitoring points with the same embedded depth as the same row of monitoring points to obtain a plurality of rows of monitoring points, selecting the monitoring points in each row of monitoring points according to the sequence of keeping away from the tamping points, taking the first monitoring point meeting the second selection condition as a second target monitoring point, and then obtaining the horizontal distance between the second target monitoring point and the tamping point to obtain a plurality of horizontal distances, wherein the second selection condition is that the maximum third ratio and the maximum fourth ratio of the monitoring points are smaller than a preset first threshold value, and the maximum horizontal acceleration rate and the maximum horizontal pore water pressure rate of the monitoring points are smaller than a preset second threshold value;
s55, comparing the obtained horizontal distances, and taking the maximum horizontal distance as an effective reinforcement horizontal range of dynamic compaction on a construction foundation.
In the step S51, the distances between the tamping points and the monitoring points in each set of dynamic compaction test are used as the judgment basis, and in the multiple sets of dynamic compaction tests, the monitoring points at the same positions from the tamping points in the dynamic compaction test are used as the same monitoring points, so that each monitoring point can correspondingly obtain a plurality of reinforcement analysis data, and therefore the reinforcement analysis data of the monitoring points are compared to obtain the maximum vertical acceleration improvement rate J corresponding to the monitoring points n1i-max Maximum vertical pore water pressure increase rate K n1i-max Maximum horizontal acceleration rate J n2i-max Maximum horizontal pore water pressure increase rate K n2i-max Maximum first ratio M n1i-max Maximum second ratio L n1i-max Maximum third ratio M n2i-max And a maximum fourth ratio L n2i-max The method is used as an evaluation index for dynamic compaction reinforcement depth and horizontal range analysis.
In the above steps S52 and S53, for each row of monitoring points in each group of monitoring points, one monitoring point is selected from the plurality of monitoring points in the order from top to bottom, and then it is determined whether the selected monitoring point meets the first selection condition, that is, whether the maximum first ratio and the maximum second ratio of the selected monitoring point are both smaller than the preset first threshold, and whether the maximum vertical acceleration rate and the maximum vertical pore water pressure rate of the selected monitoring point are both smaller than the preset second threshold, if yes, it is indicated that the selected monitoring point meets the first selection condition. And marking the first monitoring point which is selected from each column of monitoring points and meets the first selection condition as a first target monitoring point. The preset first threshold may be 0.1, and the preset second threshold may be 0.05. In the dynamic compaction process, the obtained evaluation index is generally gradually reduced along the depth, so that after the first target monitoring point is obtained, the rest monitoring point points in each row can be judged. And then acquiring the burying depth of the first target monitoring points in the construction foundation, wherein each column of monitoring points is selected with one first target monitoring point, and each first target monitoring point correspondingly acquires the corresponding burying depth, so that a plurality of burying depths are acquired. And finally comparing the obtained buried depths, and taking the maximum buried depth as the effective reinforcement depth of dynamic compaction on the construction foundation.
In the above steps S54 and S55, each set of monitoring points includes a plurality of columns of monitoring points, and each column of monitoring points includes a plurality of monitoring points set from top to bottom at intervals, so that there are a plurality of monitoring points on the same burying depth of the construction foundation, and the plurality of monitoring points are the same row of monitoring points, so as to obtain a plurality of rows of monitoring points. For each row of monitoring points in each group of monitoring points, selecting one monitoring point from a plurality of monitoring points according to the sequence of being far away from the tamping point, then judging whether the selected monitoring point meets a second selection condition, namely judging whether the maximum third ratio and the maximum fourth ratio of the selected monitoring point are smaller than a preset first threshold value, judging whether the maximum horizontal acceleration improvement rate and the maximum horizontal pore water pressure improvement rate of the selected monitoring point are smaller than a preset second threshold value, and if so, indicating that the selected monitoring point meets the second selection condition. And marking the first monitoring point which is selected from each row of monitoring points and meets the second selection condition as a second target monitoring point. The preset first threshold may be 0.1, and the preset second threshold may be 0.05. In the dynamic compaction process, the acquired evaluation index is generally gradually reduced along the direction away from the compaction point, so that after the second target monitoring points are obtained, judgment on each row of remaining monitoring points can be omitted. And then, acquiring the horizontal distance between the second target monitoring points and the tamping points, wherein one second target monitoring point is selected from each row of monitoring points, and each second target monitoring point correspondingly acquires the horizontal distance between the second target monitoring point and the corresponding tamping point, so that a plurality of horizontal distances are acquired. And finally comparing the obtained horizontal distances, and taking the maximum horizontal distance as the effective reinforcement horizontal range of dynamic compaction on the construction foundation. In addition, the effective reinforcement depth and the horizontal range of the dynamic compaction determined on the construction foundation can be directly adopted when the foundation with the same geological condition as the construction foundation is encountered in other projects in the effective reinforcement depth and the horizontal range of the dynamic compaction determined on the construction foundation.
Compared with the prior art, the invention has the beneficial effects that: by adopting a field test means and analyzing the vibration acceleration, the pore water pressure change and the soil mass data before and after the dynamic compaction, the reinforcement depth in the vertical direction and the reinforcement range in the horizontal direction of the dynamic compaction foundation treatment method in the foundation can be accurately determined, and the method has important significance for evaluating the dynamic compaction reinforcement effect and reducing the influence of the dynamic compaction construction on the surrounding existing buildings and environments.
The present invention is not limited to the preferred embodiments, and any simple modification, equivalent variation and modification made to the above embodiments according to the technical substance of the present invention will still fall within the scope of the technical solution of the present invention.
Claims (7)
1. A method for determining effective reinforcement depth and range of dynamic compaction, comprising the steps of:
developing multiple groups of dynamic compaction tests on a construction foundation, wherein in the multiple groups of dynamic compaction tests, the total compaction energy is a fixed value, and the compaction times or the compaction energy of each compaction are changed and form a group of dynamic compaction tests;
before each group of dynamic compaction test is carried out, a plurality of groups of monitoring points are arranged in a construction foundation around the compaction point selected by the dynamic compaction test at intervals, each group of monitoring points comprises a plurality of rows of monitoring points with different horizontal distances from the compaction point, each row of monitoring points comprises a plurality of monitoring points which are arranged at intervals along the vertical direction, each monitoring point is provided with a sensor unit, and each sensor unit comprises an acceleration sensor and a pore water pressure sensor;
before each group of dynamic compaction tests are carried out, initial soil data of each monitoring point are obtained, after each group of dynamic compaction tests are carried out, soil data of each monitoring point after being compacted are obtained, acceleration data and pore water pressure data which are collected by a sensor unit are obtained, and the reinforcement effect improvement rate of each monitoring point is calculated based on the initial soil data of each monitoring point and the soil data after being compacted, wherein the soil data at least comprise one of standard penetration number or penetration resistance;
for each group of dynamic compaction tests, calculating reinforcement analysis data of each monitoring point based on reinforcement effect improvement rate of each monitoring point, acceleration data and pore water pressure data acquired by a sensor unit on the monitoring point, wherein the reinforcement analysis data comprises a first ratio of vertical reinforcement effect improvement rate, vertical acceleration improvement rate, vertical pore water pressure improvement rate, vertical reinforcement effect improvement rate to vertical acceleration improvement rate and a second ratio of vertical reinforcement effect improvement rate to vertical pore water pressure improvement rate of the monitoring points along the direction far away from the tamping point, a third ratio of horizontal acceleration improvement rate, horizontal pore water pressure improvement rate, horizontal reinforcement effect improvement rate to horizontal acceleration improvement rate and a fourth ratio of horizontal reinforcement effect improvement rate to horizontal pore water pressure improvement rate of the monitoring points;
and determining the effective reinforcement depth and the horizontal range of dynamic compaction on the construction foundation based on reinforcement analysis data of monitoring points obtained by multiple groups of dynamic compaction tests.
2. The method for determining effective reinforcement depth and range of dynamic compaction according to claim 1, wherein the step of determining effective reinforcement depth and horizontal range of dynamic compaction on a construction foundation based on reinforcement analysis data of monitoring points obtained by a plurality of groups of dynamic compaction tests comprises:
comparing a plurality of reinforcement analysis data of the monitoring points by taking the monitoring points with the same relative positions as the tamping points in a plurality of groups of dynamic compaction tests as the same monitoring points to obtain a maximum vertical acceleration improvement rate, a maximum vertical pore water pressure improvement rate, a maximum horizontal acceleration improvement rate, a maximum horizontal pore water pressure improvement rate, a maximum first ratio, a maximum second ratio, a maximum third ratio and a maximum fourth ratio corresponding to the monitoring points;
selecting monitoring points in each column of monitoring points from top to bottom, taking a first monitoring point which meets a first selection condition as a first target monitoring point, and then obtaining the burying depth of the first target monitoring point in a construction foundation to obtain a plurality of burying depths, wherein the first selection condition is that the maximum first ratio and the maximum second ratio of the monitoring points are smaller than a preset first threshold value, and the maximum vertical acceleration rate and the maximum vertical pore water pressure rate of the monitoring points are smaller than a preset second threshold value;
comparing the obtained buried depths, and taking the maximum buried depth as the effective reinforcement depth of dynamic compaction on a construction foundation;
for each group of monitoring points, taking a plurality of monitoring points with the same embedded depth as the same row of monitoring points to obtain a plurality of rows of monitoring points, selecting the monitoring points in each row of monitoring points according to the sequence away from the tamping points, taking the first monitoring point meeting a second selection condition as a second target monitoring point, and then obtaining the horizontal distance between the second target monitoring point and the tamping point to obtain a plurality of horizontal distances, wherein the second selection condition is that the maximum third ratio and the maximum fourth ratio of the monitoring points are smaller than a preset first threshold value, and the maximum horizontal acceleration improvement rate and the maximum horizontal pore water pressure improvement rate of the monitoring points are smaller than a preset second threshold value;
and comparing the obtained horizontal distances, and taking the maximum horizontal distance as the effective reinforcement horizontal range of dynamic compaction on the construction foundation.
3. The method for determining effective reinforcement depth and range of dynamic compaction according to claim 1, wherein in the step of performing a plurality of sets of dynamic compaction tests on the construction foundation, four sets of dynamic compaction tests, respectively a first set of dynamic compaction test, a second set of dynamic compaction test, a third set of dynamic compaction test and a fourth set of dynamic compaction test, are performed on the construction foundation; wherein,
the number of times of tamping in the first group of dynamic compaction tests is one, and the tamping energy of tamping is the total tamping energy;
the number of times of the second group of dynamic compaction tests is three, and the compaction energy of each compaction is one third of the total compaction energy;
the third group of dynamic compaction test has three times of compaction, the first time of compaction can be three sixths of the total compaction energy, the second time of compaction can be two sixths of the total compaction energy, and the third time of compaction can be one sixth of the total compaction energy;
the number of times of the fourth group of dynamic compaction test is three, the first time of compaction can be one sixth of the total compaction energy, the second time of compaction can be two sixth of the total compaction energy, and the third time of compaction can be three sixth of the total compaction energy.
4. The method for determining the effective reinforcement depth and range of dynamic compaction according to claim 1, wherein in each group of monitoring points, the number of monitoring points in a plurality of columns of monitoring points is sequentially decreased by one along the direction away from the compaction point, and a plurality of monitoring points in each group of monitoring points are sequentially arranged at intervals from top to bottom along the vertical direction.
5. The method for determining effective reinforcement depth and range of dynamic compaction according to claim 1, wherein the step of calculating the reinforcement effect improvement rate of each monitoring point based on the initial soil data and the soil data after the compaction of each monitoring point comprises:
if the soil mass data comprises the standard penetration number, for each monitoring point, calculating the reinforcement effect improvement rate of the monitoring point by adopting the following formula:
wherein W is the reinforcing effect improvement rate, SPT Initially, the method comprises To monitor the initial number of target hits, SPT Rear part (S) The standard number of the marked impact after the impact of the monitoring point;
if the soil mass data comprises penetration resistance, for each monitoring point, calculating the reinforcement effect improvement rate of the monitoring point by adopting the following formula:
in CPT Initially, the method comprises To monitor the initial penetration resistance of the spot, CPT Rear part (S) The penetration resistance after the impact of the monitoring point is measured;
if the soil mass data comprises the standard penetration number and penetration resistance, for each monitoring point, calculating the reinforcement effect improvement rate of the monitoring point by adopting the following formula:
6. the method for determining effective reinforcement depth and range of dynamic compaction according to claim 1, wherein the step of calculating reinforcement analysis data of each monitoring point based on reinforcement effect improvement rate of each monitoring point, acceleration data and pore water pressure data collected by a sensor unit on the monitoring point for each set of dynamic compaction test comprises:
the vertical reinforcement effect improvement rate of the monitoring point along the depth direction is calculated by adopting the following formula:
in which W is n1i For the calculated improvement rate of the vertical reinforcement effect of the monitoring point along the depth direction, W 1i To calculate the reinforcement effect improvement rate of the monitoring points, W 1(i-1) The reinforcement effect improvement rate of the monitoring points above the calculated monitoring points along the depth direction;
the vertical acceleration improvement rate of the monitoring point along the depth direction is calculated by adopting the following formula:
wherein J is n1i For the calculated vertical acceleration improvement rate of the monitoring point along the depth direction, J 1i For calculated acceleration data of the monitoring point, J 1(i-1) Acceleration data for a monitoring point located above the calculated monitoring point in the depth direction;
the vertical pore water pressure improvement rate of the monitoring point along the depth direction is calculated by adopting the following formula:
wherein K is n1i For the calculated vertical pore water pressure increasing rate of the monitoring point along the depth direction, K 1i K is pore water pressure data of the calculated monitoring points 1(i-1) Pore water pressure data for a monitoring point located above the calculated monitoring point in the depth direction;
the following formula is adopted to calculate the improvement rate of the horizontal reinforcement effect of the monitoring point along the direction away from the tamping point:
in which W is n2i For the calculated improvement rate of the horizontal reinforcement effect of the monitoring point along the direction far away from the tamping point, W 2i To calculate the reinforcement effect improvement rate of the monitoring points, W 2(i-1) The reinforcement effect improvement rate for the monitoring point located behind the calculated monitoring point in the direction away from the tamping point;
the following formula is adopted to calculate the horizontal acceleration improvement rate of the monitoring point along the direction away from the tamping point:
wherein J is n2i For the calculated horizontal acceleration improvement rate of the monitoring point along the direction far away from the tamping point, J 2i For calculated acceleration data of the monitoring point, J 2(i-1) To add monitoring points located behind the calculated monitoring points in a direction away from the tamper pointSpeed data;
the following formula is adopted to calculate the water pressure improvement rate of the horizontal pore of the monitoring point along the direction away from the tamping point:
wherein K is n2i For the calculated water pressure increasing rate of the horizontal pore of the monitoring point along the direction far away from the tamping point, K 2i K is pore water pressure data of the calculated monitoring points 2(i-1) Is pore water pressure data along a monitoring point located behind the calculated monitoring point in a direction away from the tamper point.
7. The method for determining effective reinforcement depth and range of dynamic compaction according to claim 1, wherein each set of dynamic compaction test is performed several times in the step of performing a plurality of sets of dynamic compaction tests on the construction foundation.
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| CN117552483A (en) * | 2024-01-10 | 2024-02-13 | 山西金宝岛基础工程有限公司 | Test method for foundation reinforcement influence range of dynamic compaction treatment |
| CN117589632A (en) * | 2024-01-18 | 2024-02-23 | 山西金宝岛基础工程有限公司 | Method for testing water content in foundation water injection humidifying process through dynamic compaction |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117552483A (en) * | 2024-01-10 | 2024-02-13 | 山西金宝岛基础工程有限公司 | Test method for foundation reinforcement influence range of dynamic compaction treatment |
| CN117552483B (en) * | 2024-01-10 | 2024-04-16 | 山西金宝岛基础工程有限公司 | Test method for foundation reinforcement influence range of dynamic compaction treatment |
| CN117589632A (en) * | 2024-01-18 | 2024-02-23 | 山西金宝岛基础工程有限公司 | Method for testing water content in foundation water injection humidifying process through dynamic compaction |
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