CN117973038A - Design method for determining dynamic compaction parameters of filled loess field according to pore ratio - Google Patents
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- 238000005056 compaction Methods 0.000 title claims abstract description 152
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- 239000011800 void material Substances 0.000 claims description 38
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- 239000002689 soil Substances 0.000 claims description 20
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Abstract
The invention discloses a design method for determining dynamic compaction parameters of an filled loess field according to a pore ratio, which comprises the following steps of firstly, obtaining field investigation data of a dynamic compaction area; 2. determining the processing requirement of the design scheme on the field of the to-be-processed area; 3. calculating the total ramming settlement; 4. designing dynamic compaction process parameters; 5. and recording tamping settlement data of actual operation and detecting after construction. The method has the advantages of simple steps, reasonable design and convenient realization, solves the problems of unreasonable design mode of the existing dynamic compaction parameters and poor fitting of parameter selection and site characteristics, establishes different operation control conditions according to site conditions of different areas, realizes dynamic compaction engineering operation more practically and efficiently, has good use effect and is convenient to popularize and use.
Description
Technical Field
The invention belongs to the technical field of geotechnical engineering construction, and particularly relates to a design method for determining dynamic compaction parameters according to a pore ratio of an filled loess field.
Background
The dynamic compaction method is widely applied to the field of engineering construction as an important means of foundation treatment, and the control of the foundation reinforcement effect of the dynamic compaction treatment has a profound effect on the safety construction of the engineering. The existing dynamic compaction parameter design method has a certain defect that the design and selection of values are more biased to be an empirical value according to the depth standard to be processed, and the combination with site characteristic parameters is lacking. In many engineering designs, a method of performing tamper testing in a test area is generally used to determine whether a target treatment effect can be achieved or not through proper selection of design parameters. Because of the characteristic of changeable field geological conditions, the test result of rationality of the selected design parameters through the test ramming verification has a certain limitation. The field investigation shows that the test section which is designed by the dynamic compaction parameters only according to the depth standard to be processed has certain difference between the test result and the design target under the existing specified control standard, and part of the sites can not completely reach the design standard. And the effect is better by adopting a test section for dynamic compaction parameter design by using a pore ratio control standard.
Meanwhile, the operation quality control of the dynamic compaction process is mainly carried out by on-site operators, and the average value of the compaction settlement of the last two strokes is used as the judgment basis of quality control. Namely: and stopping tamping when the average value of the tamping settlement of the last two tamping steps is smaller than a specified value. During engineering operation, due to large differences in soil conditions between sites, certain deviation in readings during manual operation, and the behavior of recording personnel or having a recorded value changed wantonly, certain uncontrollability exists in a mode of operating by taking the average value of the last two ramming and sinking amounts as a standard. Meanwhile, under the condition that a small-weight rammer is matched with a certain field with slightly hard soil on a shallow surface layer, even if the ramming times and the average value of the last two ramming settlement amounts meet the standard requirements, the rammer is lighter and can not break through the hard layer on the surface layer, so that the control standard of the average value of the last two ramming settlement amounts is reached under the condition that no large ramming settlement amount is generated, the dynamic compaction is stopped prematurely, and the effect of eliminating the deep wetability is not achieved under the operating condition, so that the dynamic compaction process is mostly ineffective ramming, and the effect is still unsatisfactory. The phenomenon fully shows that the current dynamic compaction control standard is not well combined with the field geological conditions, researches find that the pore structure of loess is closely related to collapsibility, the pore ratio directly influences the collapsibility intensity, the original field pore data is not effectively utilized in the current control standard, the due value of the detection data is not exerted, and the detection data does not have a good guiding effect on engineering operation.
Disclosure of Invention
The invention aims to solve the technical problems of the prior art, and provides a design method for determining dynamic compaction parameters according to the aperture ratio of the filled loess field, which has the advantages of simple steps, reasonable design and convenient realization, solves the problems of unreasonable design mode of the existing dynamic compaction parameters and poor fitting of parameter selection and field characteristics, establishes different operation control conditions according to field conditions of different areas, realizes dynamic compaction engineering operation more practically and efficiently, has good use effect and is convenient to popularize and use.
In order to solve the technical problems, the invention adopts the following technical scheme: a design method for determining dynamic compaction parameters of filled loess field according to pore ratio comprises the following steps:
step one, obtaining site investigation data of a dynamic compaction region;
Step two, determining the processing requirement of the design scheme on the field of the to-be-processed area;
Step three, calculating the total ramming settlement;
Step four, designing dynamic compaction process parameters;
and fifthly, recording tamping settlement data of actual operation and detecting after construction.
The above design method for determining dynamic compaction parameters according to the void ratio of the filled loess field, wherein the specific process for obtaining the survey data of the dynamic compaction region field in the first step comprises the following steps:
step 101, dividing soil information of a dynamic compaction region;
102, determining pore ratio data in a depth range of a dynamic compaction region;
and 103, determining water content data in the depth range of the dynamic compaction region.
In the above design method for determining the dynamic compaction parameters according to the void ratio in the filled loess field, in step 101, the soil property information of the dynamic compaction area includes soil properties including excavation and filling, and soil types including crushed stone soil, sand, silt and cohesive soil.
The above design method for determining the dynamic compaction parameters according to the void ratio in the filled loess field, wherein the specific process for determining the void ratio data in the depth range of the dynamic compaction region in step 102 includes:
step 10201, determining a dynamic compaction treatment range in a foundation treatment area;
step 10202, performing equal area division on the dynamic compaction processing range area by taking a 20 m-20 m area as a standard unit;
step 10203, selecting one or more geotechnical test sampling points in each standard unit;
step 10204, detecting pore ratio data within a depth range of 0-20 m at each geotechnical test sampling point, and sorting and dividing according to steps of 5 m;
step 10205, selecting the detection data with the largest pore ratio data as the pore ratio data in the standard unit;
Step 10206, the pore ratio data in all standard units are collated.
The specific process of determining the water content data in the depth range of the dynamic compaction region in step 103 includes:
step 10301, determining a dynamic compaction treatment range in the foundation treatment area;
step 10302, performing equal area division on the dynamic compaction processing range area by taking a 20 m-20 m area as a standard unit;
Step 10303, selecting one or more geotechnical test sampling points in each standard unit;
step 10304, detecting water content data in a depth range of 0-20 m at each geotechnical test sampling point, and sorting and dividing according to steps of 5 m;
step 10305, selecting the detection data with the minimum water content data as the water content data in the standard unit;
and 10306, finishing the water content data in all standard units.
The method for designing the dynamic compaction parameters according to the void ratio of the filled loess field comprises the steps of determining the dynamic compaction collapsibility treatment depth and the dynamic compaction times according to the treatment requirements of the design scheme on the field to be treated;
The specific process for determining the dynamic compaction collapsibility treatment depth comprises the following steps:
step 201, dividing the field operation field according to the field planning building specification and the field collapsibility processing depth requirement provided by the design unit;
Step 202, in the field site dividing process, inducing a region with the collapsibility treatment depth of less than 15 m;
the specific process for determining the dynamic compaction ramming times comprises the following steps:
Step 203, determining the number of dynamic compaction and tamping passes according to the collapsibility situation of the field, wherein the field with lighter collapsibility situation adopts two-pass dynamic compaction, and the field with stronger collapsibility situation adopts more than three-pass dynamic compaction;
and 204, adjusting the distance between the tamping points of each dynamic compaction according to the different times of the dynamic compaction so as to ensure that no overlap condition exists between the tamping points.
The method for designing the dynamic compaction parameters of the filled loess field according to the void ratio comprises the following specific process of calculating the total ramming settlement:
step 301, calculating a ramming settlement component h i;
hi＝F(e,w)
Wherein e is the void ratio, w is the site water content, e i is the initial void ratio, e 0 is the target void ratio, B is the depth correction parameter, and C (w) is the water content correction parameter;
Step 302, calculating a minimum ramming settlement h';
wherein n is the number of meters corresponding to the depth of dynamic compaction treatment;
Step 303, calculating the total ramming settlement h;
h＝h′+A*H(m)
Wherein A is a tamper correction parameter based on tamper number, H (m) is tamper added value, and m is dynamic tamper number.
According to the design method for determining the dynamic compaction parameters according to the pore ratio of the filled loess field, the target pore ratio comprises the target pore ratio of the non-humidified field and the target pore ratio of the humidified field, the target pore ratio of the non-humidified field is 0.5, and the target pore ratio of the humidified field is 0.4.
The method for designing the dynamic compaction parameters according to the void ratio of the filled loess field comprises the following specific processes of:
step 401, designing and using dynamic compaction energy level;
step 402, designing the quality specification of the dynamic compaction rammer;
step 403, designing the bottom surface form of the rammer;
Step 404, designing a tamping point arrangement form.
The method for designing the dynamic compaction parameters according to the void ratio of the filled loess field comprises the following specific processes of recording compaction and settlement data of actual operation and detecting after construction:
Step 501, tamping control standard for the first time;
Selecting a dynamic compaction machine with proper specification for operation, performing operation according to a first-pass total compaction settlement control standard, performing field leveling after finishing, and standing for a certain time;
step 502, the N-th ramming control standard;
repeating the step 501, carrying out operation according to the Nth total ramming settlement control standard, carrying out field leveling after finishing, standing for a certain time, and gradually decreasing the total ramming settlement control standard along with the increase of the number of ramming passes;
step 503, standing the field;
The site for completing the operation is kept stand for 7-14 days, so that the sufficient dissipation time is given to the dynamic compaction site, and the site treatment effect tends to be more uniform in the dissipation process;
Step 504, post-construction detection;
In the dynamic compaction operation area, selecting dynamic compaction test points corresponding to weak places of the field according to the current standard to detect, wherein the number of detection points in each area is not less than 3.
Compared with the prior art, the invention has the following advantages:
1. The method has simple steps, reasonable design and convenient realization.
2. The invention calculates the tamping settlement by combining the site characteristics, and replaces the original operation standard that the site condition is not considered and only the tamping settlement is controlled according to the average value of the last two tamping settlement.
3. The invention combines the original site aperture ratio, the water content and the design target data, provides a compaction and settlement calculation formula which is more fit with the site characteristics, and can more efficiently finish the dynamic compaction operation.
4. The method considers the void ratio and water content data with larger influence on the collapsibility in the field characteristics, combines the void ratio and water content characteristic data with the field operation control standard, fully utilizes the field investigation data, and materializes the original relatively fuzzy tamper-subsidence control standard.
5. The invention provides a selection standard for selecting a corresponding dynamic compaction energy level according to the calculated compaction settlement amount and a selection standard for selecting a corresponding rammer mass according to the minimum compaction settlement amount.
6. The method solves the problems of unreasonable design mode of the existing dynamic compaction parameters and poor fitting of parameter selection and site characteristics, and reduces the conditions of deviation and change of recorded data of compaction settlement monitoring caused by manual operation in the dynamic compaction process.
7. The invention improves the problem of unreasonable design of the original ramming points, improves the design mode of the distance between the ramming points, and solves the problem of poor effect of eliminating the collapsibility caused by the overlarge or the undersize distance between the ramming points.
8. According to the method, the field diversity factor is less considered in the original design method, the single index is used as a large-range field unification standard, partial field single standard is not adapted, the design is carried out according to the field condition, and then the indexes such as the selected engineering parameters, mechanical equipment and the like are corrected, so that the situation that the quality of the dynamic compaction engineering operation is not controlled in place in the traditional design method is changed, different operation control conditions are formulated according to the field conditions of different areas, the dynamic compaction engineering operation is realized more practically and efficiently, the use effect is good, and the popularization and the use are facilitated.
In summary, the method has the advantages of simple steps, reasonable design and convenient realization, solves the problems of unreasonable design mode of the existing dynamic compaction parameters and poor fitting of parameter selection and site characteristics, establishes different operation control conditions according to site conditions of different areas, realizes dynamic compaction engineering operation more practically and efficiently, has good use effect and is convenient to popularize and use.
The technical scheme of the invention is further described in detail through the drawings and the embodiments.
Drawings
FIG. 1 is a flow chart of the method of the present invention.
Detailed Description
As shown in fig. 1, the design method for determining dynamic compaction parameters according to the void ratio of the filled loess field of the present invention comprises the following steps:
step one, obtaining site investigation data of a dynamic compaction region;
Step two, determining the processing requirement of the design scheme on the field of the to-be-processed area;
Step three, calculating the total ramming settlement;
Step four, designing dynamic compaction process parameters;
and fifthly, recording tamping settlement data of actual operation and detecting after construction.
In this embodiment, the specific process of acquiring the field survey data of the dynamic compaction area in the step one includes:
step 101, dividing soil information of a dynamic compaction region;
102, determining pore ratio data in a depth range of a dynamic compaction region;
and 103, determining water content data in the depth range of the dynamic compaction region.
In this embodiment, the soil property information of the dynamic compaction area in step 101 includes soil properties including excavation and filling, and soil types including crushed stone soil, sand, silt and cohesive soil.
In practice, the soil information should be described in detail, and a map of the depth of field region fill should be drawn, which should include the fill region division from the original field region division.
In this embodiment, the specific process of determining the porosity data in the depth range of the dynamic compaction region in step 102 includes:
step 10201, determining a dynamic compaction treatment range in a foundation treatment area;
step 10202, performing equal area division on the dynamic compaction processing range area by taking a 20 m-20 m area as a standard unit;
step 10203, selecting one or more geotechnical test sampling points in each standard unit;
step 10204, detecting pore ratio data within a depth range of 0-20 m at each geotechnical test sampling point, and sorting and dividing according to steps of 5 m;
step 10205, selecting the detection data with the largest pore ratio data as the pore ratio data in the standard unit;
Step 10206, the pore ratio data in all standard units are collated.
In practice, the void ratio data is as follows:
in this embodiment, the specific process of determining the water content data in the depth range of the dynamic compaction area in step 103 includes:
step 10301, determining a dynamic compaction treatment range in the foundation treatment area;
step 10302, performing equal area division on the dynamic compaction processing range area by taking a 20 m-20 m area as a standard unit;
Step 10303, selecting one or more geotechnical test sampling points in each standard unit;
step 10304, detecting water content data in a depth range of 0-20 m at each geotechnical test sampling point, and sorting and dividing according to steps of 5 m;
step 10305, selecting the detection data with the minimum water content data as the water content data in the standard unit;
and 10306, finishing the water content data in all standard units.
In specific implementation, the water content finishing data are as follows:
in the embodiment, the determining the processing requirement of the design scheme on the field of the to-be-processed area in the second step includes determining the dynamic compaction collapsibility processing depth and determining the dynamic compaction times;
The specific process for determining the dynamic compaction collapsibility treatment depth comprises the following steps:
step 201, dividing the field operation field according to the field planning building specification and the field collapsibility processing depth requirement provided by the design unit;
Step 202, in the field site dividing process, inducing a region with the collapsibility treatment depth of less than 15 m;
the specific process for determining the dynamic compaction ramming times comprises the following steps:
Step 203, determining the number of dynamic compaction and tamping passes according to the collapsibility situation of the field, wherein the field with lighter collapsibility situation adopts two-pass dynamic compaction, and the field with stronger collapsibility situation adopts more than three-pass dynamic compaction;
in specific implementation, a lighter wet holding condition means that the wet holding coefficient is 0.015-0.03, and a stronger wet holding condition means that the wet holding coefficient is greater than 0.03.
And 204, adjusting the distance between the tamping points of each dynamic compaction according to the different times of the dynamic compaction so as to ensure that no overlap condition exists between the tamping points.
In this embodiment, the specific process of calculating the total ramming settlement in the third step includes:
step 301, calculating a ramming settlement component h i;
hi＝F(e,w)
Wherein e is the void ratio, w is the site water content, e i is the initial void ratio, e 0 is the target void ratio, B is the depth correction parameter, and C (w) is the water content correction parameter;
in practice, the selection criteria for the pore ratio correction parameter B based on the divided depth ranges are shown in table 1.
TABLE 1 criterion for selection of pore ratio correction parameters based on divided depth ranges
The selection criteria for the water content correction parameter C (w) based on the site water content w are shown in table 2.
Table 2 criterion for selecting moisture correction parameters based on field moisture
In this embodiment, the target void ratio includes a target void ratio of an unvulcanized field, which is 0.5, and a target void ratio of a moisturized field, which is 0.4.
Step 302, calculating a minimum ramming settlement h';
wherein n is the number of meters corresponding to the depth of dynamic compaction treatment;
Step 303, calculating the total ramming settlement h;
h＝h′+A*H(m)
Wherein A is a tamper correction parameter based on tamper number, H (m) is tamper added value, and m is dynamic tamper number.
In specific implementation, the total ramming settlement is required to be calculated in each ramming pass, when the total ramming passes are three, the total ramming settlement h=h ' +a×h (3) is controlled in the first ramming pass, after the operation of the field leveling is completed, the total ramming settlement h=h ' +a×h (2) is controlled in the second ramming pass, and the total ramming settlement h=h ' +a×h (1) is controlled in the third ramming pass.
In practice, the selection criteria for tamper correction parameter A based on the number of tamper passes are shown in Table 3.
TABLE 3 tamper sinking amount correction parameter selection criteria based on tamper passes
The selection criteria for the additional value of the ramming settlement amount H (m) based on the dry density of the original site are shown in Table 4.
TABLE 4 ramming settlement amount additional value selection criteria based on the dry density of the original site
In this embodiment, the specific process of designing the dynamic compaction process parameter in the fourth step includes:
step 401, designing and using dynamic compaction energy level;
In specific implementation, the design of the dynamic compaction energy level corresponding to the minimum compaction settlement is shown in table 5.
TABLE 5 design of dynamic compaction energy level for minimum compaction
The single-click impact energy is more than 1 ten thousand, and the single-click impact energy is determined through experimental results. Meanwhile, the situation that the periphery of the tamping pit is not excessively raised, and the tamping pit is too deep and the hammer lifting is difficult is also noted.
Step 402, designing the quality specification of the dynamic compaction rammer;
in specific implementation, the ram specification design corresponding to the dynamic compaction energy level is shown in table 6.
Table 6 rammer specification design for dynamic compaction energy level
Step 403, designing the bottom surface form of the rammer;
In the concrete implementation, the bottom surface of the rammer is generally low in circular shape, the barrel-shaped strong rammer for deep layers is not adopted, the vent hole of the rammer is kept smooth, and the aperture is 300-400 mm.
Step 404, designing a tamping point arrangement form.
In specific implementation, the positions of the ramming points can be arranged in an equilateral triangle and square mode, the distance between the ramming points in the second time is 2.5 times of the diameter of the rammer, the ramming points in the first time are located between the ramming points in the first time, no overlap joint exists between the ramming points in the second time, and if a scheme of more than two times of ramming is adopted, the distance between the ramming points in the first time is properly increased.
The impact is carried out according to the mode that the hammer bottom does not overlap the boundary, and because the diffusion range of impact effect is smaller, can not discharge more holes and play the effect of eliminating the collapsibility, so once secondary does not overlap joint and is the closely knit pier body in order to protect the lower part formation equally, and the overlap joint can destroy closely knit pier body on the contrary, plays the effect of reducing the reinforcement effect.
In this embodiment, the specific process of recording the tamper data of the actual operation and performing post-construction detection in the fifth step includes:
Step 501, tamping control standard for the first time;
Selecting a dynamic compaction machine with proper specification for operation, performing operation according to a first-pass total compaction settlement control standard, performing field leveling after finishing, and standing for a certain time;
step 502, the N-th ramming control standard;
repeating the step 501, carrying out operation according to the Nth total ramming settlement control standard, carrying out field leveling after finishing, standing for a certain time, and gradually decreasing the total ramming settlement control standard along with the increase of the number of ramming passes;
step 503, standing the field;
The site for completing the operation is kept stand for 7-14 days, so that the sufficient dissipation time is given to the dynamic compaction site, and the site treatment effect tends to be more uniform in the dissipation process;
Step 504, post-construction detection;
In the dynamic compaction operation area, selecting dynamic compaction test points corresponding to weak places of the field according to the current standard to detect, wherein the number of detection points in each area is not less than 3.
The foregoing description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and any simple modification, variation and equivalent structural changes made to the above embodiment according to the technical substance of the present invention still fall within the scope of the technical solution of the present invention.
Claims (10)
1. A design method for determining dynamic compaction parameters according to the pore ratio of a filled loess field is characterized by comprising the following steps:
step one, obtaining site investigation data of a dynamic compaction region;
Step two, determining the processing requirement of the design scheme on the field of the to-be-processed area;
Step three, calculating the total ramming settlement;
Step four, designing dynamic compaction process parameters;
and fifthly, recording tamping settlement data of actual operation and detecting after construction.
2. The method for designing a filled loess field for determining dynamic compaction parameters according to a void ratio as set forth in claim 1, wherein the specific process of acquiring the survey data of the dynamic compaction region field in the first step comprises:
step 101, dividing soil information of a dynamic compaction region;
102, determining pore ratio data in a depth range of a dynamic compaction region;
and 103, determining water content data in the depth range of the dynamic compaction region.
3. The method for designing a filled loess field as set forth in claim 2, characterized in that the soil property information of the dynamic compaction area in step 101 includes soil properties including excavation and filling and soil types including crushed stone, sand, silt and cohesive soil.
4. The method for designing a dynamic compaction parameter according to the void ratio determination of the filled loess field as set forth in claim 2, wherein the specific process of determining the void ratio data in the depth range of the dynamic compaction region in step 102 comprises:
step 10201, determining a dynamic compaction treatment range in a foundation treatment area;
step 10202, performing equal area division on the dynamic compaction processing range area by taking a 20 m-20 m area as a standard unit;
step 10203, selecting one or more geotechnical test sampling points in each standard unit;
step 10204, detecting pore ratio data within a depth range of 0-20 m at each geotechnical test sampling point, and sorting and dividing according to steps of 5 m;
step 10205, selecting the detection data with the largest pore ratio data as the pore ratio data in the standard unit;
Step 10206, the pore ratio data in all standard units are collated.
5. The method for designing a dynamic compaction parameter according to the void ratio determination of an filled loess field as set forth in claim 2, wherein the specific process of determining the water content data in the depth range of the dynamic compaction region in step 103 includes:
step 10301, determining a dynamic compaction treatment range in the foundation treatment area;
step 10302, performing equal area division on the dynamic compaction processing range area by taking a 20 m-20 m area as a standard unit;
Step 10303, selecting one or more geotechnical test sampling points in each standard unit;
step 10304, detecting water content data in a depth range of 0-20 m at each geotechnical test sampling point, and sorting and dividing according to steps of 5 m;
step 10305, selecting the detection data with the minimum water content data as the water content data in the standard unit;
and 10306, finishing the water content data in all standard units.
6. The method for designing a filled loess field to determine dynamic compaction parameters according to a void ratio as set forth in claim 1, wherein the determining the processing requirements of the design scheme on the field to be processed in the second step includes determining a dynamic compaction collapsible processing depth and determining a dynamic compaction pass number;
The specific process for determining the dynamic compaction collapsibility treatment depth comprises the following steps:
step 201, dividing the field operation field according to the field planning building specification and the field collapsibility processing depth requirement provided by the design unit;
Step 202, in the field site dividing process, inducing a region with the collapsibility treatment depth of less than 15 m;
the specific process for determining the dynamic compaction ramming times comprises the following steps:
Step 203, determining the number of dynamic compaction and tamping passes according to the collapsibility situation of the field, wherein the field with lighter collapsibility situation adopts two-pass dynamic compaction, and the field with stronger collapsibility situation adopts more than three-pass dynamic compaction;
and 204, adjusting the distance between the tamping points of each dynamic compaction according to the different times of the dynamic compaction so as to ensure that no overlap condition exists between the tamping points.
7. The method for designing a dynamic compaction parameter according to a void ratio determination for a filled loess field as set forth in claim 1, wherein the specific process of calculating the total ramming settlement amount in the third step comprises:
step 301, calculating a ramming settlement component h i;
hi＝F(e,w)
Wherein e is the void ratio, w is the site water content, e i is the initial void ratio, e 0 is the target void ratio, B is the depth correction parameter, and C (w) is the water content correction parameter;
Step 302, calculating a minimum ramming settlement h';
wherein n is the number of meters corresponding to the depth of dynamic compaction treatment;
Step 303, calculating the total ramming settlement h;
h＝h′+A*H(m)
Wherein A is a tamper correction parameter based on tamper number, H (m) is tamper added value, and m is dynamic tamper number.
8. The method for designing a dynamic compaction parameter according to the void ratio of claim 7, wherein the target void ratio comprises a target void ratio of an unvulcanized land and a target void ratio of a moisturized land, the target void ratio of the unvulcanized land being 0.5 and the target void ratio of the moisturized land being 0.4.
9. The method for designing dynamic compaction parameters according to the void ratio of the filled loess field as set forth in claim 1, wherein the specific process of designing the dynamic compaction process parameters in the fourth step comprises:
step 401, designing and using dynamic compaction energy level;
step 402, designing the quality specification of the dynamic compaction rammer;
step 403, designing the bottom surface form of the rammer;
Step 404, designing a tamping point arrangement form.
10. The method for designing a dynamic compaction parameter according to a void ratio of a filled loess field as set forth in claim 1, wherein the specific process of recording compaction and settlement data of an actual operation and performing post-construction detection in the fifth step comprises:
Step 501, tamping control standard for the first time;
Selecting a dynamic compaction machine with proper specification for operation, performing operation according to a first-pass total compaction settlement control standard, performing field leveling after finishing, and standing for a certain time;
step 502, the N-th ramming control standard;
repeating the step 501, carrying out operation according to the Nth total ramming settlement control standard, carrying out field leveling after finishing, standing for a certain time, and gradually decreasing the total ramming settlement control standard along with the increase of the number of ramming passes;
step 503, standing the field;
The site for completing the operation is kept stand for 7-14 days, so that the sufficient dissipation time is given to the dynamic compaction site, and the site treatment effect tends to be more uniform in the dissipation process;
Step 504, post-construction detection;
In the dynamic compaction operation area, selecting dynamic compaction test points corresponding to weak places of the field according to the current standard to detect, wherein the number of detection points in each area is not less than 3.
Priority Applications (1)
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