CN111535291A - Dynamic compaction treatment process for geological structure - Google Patents
Dynamic compaction treatment process for geological structure Download PDFInfo
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- CN111535291A CN111535291A CN202010380557.8A CN202010380557A CN111535291A CN 111535291 A CN111535291 A CN 111535291A CN 202010380557 A CN202010380557 A CN 202010380557A CN 111535291 A CN111535291 A CN 111535291A
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- tamping
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/046—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
Abstract
The application discloses geological structure dynamic compaction treatment process, including the following step: s1, trial tamping, and determining the optimal parameters; s2, after trial tamping is finished, cleaning and leveling the field as tamping pretreatment; s3, marking the position of the main tamping point for the first time on the leveling field, and judging whether the full tamping requirement is met; s4, if the full tamping requirement is met and the interval time is met, carrying out the next tamping; s5, completing tamping, and finishing full tamping; and S6, after full tamping is finished, backfilling soil, externally transporting the soil, and backfilling to level the ground. By adopting the dynamic compaction process, the point-to-point treatment of the compaction point can be carried out on the geological engineering eroded by rainwater, the compaction quality can be improved strongly, the compaction construction management process is stricter, and the compaction quality can be controlled effectively; the ramming engineering process can meet the technical indexes and specifications of industry and national engineering, can better perform control construction on geological positions with quality, and improves the engineering service quality.
Description
Technical Field
The application relates to the technical field of geological engineering, in particular to a dynamic compaction treatment process for a geological structure.
Background
The dynamic compaction method is a dynamic compaction method, also called dynamic consolidation method. A large crawler crane is used for freely dropping a heavy hammer of 8-40 tons from the height of 6-40 meters to strongly tamp soil. Is suitable for artificial filling, collapsible soil and loess.
The dynamic compaction method is suitable for treating groundsill such as gravel soil, sandy soil, low-saturation silt and cohesive soil, collapsible loess, miscellaneous fill and plain fill. For foundations such as high-saturation silt, cohesive soil and the like, when the rammed pit is backfilled with stones, gravels or other coarse-particle materials for dynamic compaction replacement, the applicability of the foundation is determined through field tests.
Before dynamic compaction construction, one or more test areas are selected from a representative field of a construction site, and test compaction or experimental construction is carried out. The number of the test areas is determined according to the complexity of the building site, the construction scale and the building type.
The dynamic compaction process has requirements on the geological conditions of the construction position, conditions such as soil, rocks and barriers have strong process requirements, the dynamic compaction treatment under poor geological environment conditions has higher requirements on a compactor and equipment transportation.
At present, in some construction sites of backfill areas, geological landforms are corroded and accumulated geological environments due to rainwater and the like, the rammer is adopted to fill soil linearly and tamp the soil strongly, and the traditional soil ramming process cannot meet the requirement of loose geological environments due to rainwater corrosion any more.
Disclosure of Invention
The application mainly aims to provide a dynamic compaction treatment process for a geological structure, so as to solve the current problems.
In order to achieve the above object, the present application provides the following techniques:
a dynamic compaction treatment process for a geological structure comprises the following steps:
s1, trial tamping, determining the optimal parameters: firstly trial tamping, namely determining the optimal tamping times of tamping points, the bearing capacity of a foundation after dynamic compaction construction, the deformation modulus of a building foundation and the control of the uneven settlement of a backfill soil body, and the effective reinforcing depth after dynamic compaction;
s2, after trial tamping is finished, cleaning and leveling the field as tamping pretreatment;
s3, marking the position of the main tamping point for the first time on the leveling field, and judging whether the full tamping requirement is met;
s4, if the full tamping requirement is met and the interval time is met, carrying out the next tamping;
s5, completing tamping, and finishing full tamping;
and S6, after full tamping is finished, backfilling soil, externally transporting the soil, and backfilling to level the ground.
Further, the dynamic compaction design technical requirements are as follows:
the point tamping energy level is 3000KN.m, and the tamping point spacing is arranged in a 4.5 multiplied by 4.5m square shape;
the point ramming is divided into two times, and the ramming frequency of each ramming point is 6-9 times;
the full-compaction energy level is 1500N.m, full compaction is one time, the tamping frequency of each tamping point is 2 times, wherein the overlap joint of the hammer marks is not less than 1/4 of the hammer diameter;
after the dynamic compaction area is subjected to dynamic compaction, the characteristic value of the bearing capacity is not less than 120KPa, and the compression modulus is not less than 8 KPa;
effective reinforcement depth: 6.0-7.0m from the initial ramming surface;
detecting a dynamic compaction test: after the trial compaction is finished, detecting at intervals of 1-2 weeks, analyzing according to detection data after compaction, if the trial compaction effect meets the requirement, determining formal dynamic compaction technical parameters according to a field trial compaction result and a detection result, and using the formal dynamic compaction technical parameters as a basis for large-area dynamic compaction construction; otherwise, adjusting the trial compaction scheme and adjusting the dynamic compaction parameters and then re-trial compacting.
Furthermore, when trial compaction is carried out, a construction site with proxy property is selected on the site for trial compaction, the trial compaction area is selected to be 20 x 20m, and trial compaction is carried out according to the dynamic compaction technical requirement.
Further, in step S3, after the full tamping requirement is met, adjusting the tamping hammer and detecting the elevation are performed, specifically:
the rammer is in place, the rammer is aligned to the position of a ramming point, the unhooking height is checked, and the unhooking position is fixed by a unhooking rope;
after the height is checked, measuring the elevation of the rammer;
hoisting the rammer to a designed height, automatically dropping the rammer, measuring and recording the ramming amount, and observing whether an overlarge ramming pit is raised around the ramming pit;
and repeating the hoisting action of the rammer to carry out circular ramming until the construction of one ramming point is completed.
Further, in S4, if the full tamping requirement is not satisfied and the interval time is satisfied, performing tamping in-place safety detection; after the detection is finished, carrying out ramming hammer top elevation measurement; after the dynamic compaction of the last tamping point is finished, tamping the tamping point, measuring elevation and quality and carrying out safety inspection; if the quality and safety requirements are met, performing next ramming point construction; and (5) after tamping is finished, flattening the tamping surface.
And (3) completing the first tamping construction until the site is tamped, and backfilling a tamping pit by using outer soil after one-time point tamping in order to meet the design standard of the site elevation after the strong tamping, and leveling the site by using a bulldozer.
Further, if the quality and safety requirements are not met, the tamping times and the control standards are adjusted until the requirements are met, then tamping construction is carried out, and finally the tamping surface is leveled.
Further, after the first tamping and leveling, the elevation of the site is measured, and if the height meets the design standard, the step S4 is performed under the condition that the interval time of the tamping machine is met.
And finally, completing the construction of the tamping point for the second time, and backfilling the tamping pit by adopting externally transported backfill and leveling. And finally, full tamping is adopted, full tamping is carried out once, tamping is carried out twice at each point, 1/4 with the hammer diameter not less than is lapped by the hammer seal, and after full tamping is finished, outer earth is carried and backfilled.
Further, after full tamping is finished, the standard requirement of tamping stop is as follows:
when the single tamping energy level is less than 4000KN.m, the average settling amount of the last two tamping is not more than 50 mm;
the ground around the tamping pit has no shock bump with the bump height exceeding 4-7 mm;
the hammer pulling difficulty caused by too deep tamping pits can be avoided.
Compared with the prior art, this application can bring following technological effect:
1. by adopting the dynamic compaction process, the point-to-point treatment of the compaction point can be carried out on the geological engineering eroded by rainwater, the compaction quality can be improved strongly, the compaction construction management process is stricter, and the compaction quality can be controlled effectively;
2. the ramming engineering process can meet the technical indexes and specifications of industry and national engineering, can better perform control construction on geological positions with quality, and improves the engineering service quality.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, serve to provide a further understanding of the application and to enable other features, objects, and advantages of the application to be more apparent. The drawings and their description illustrate the embodiments of the invention and do not limit it. In the drawings:
FIG. 1 is a schematic flow chart of the implementation of the dynamic compaction process of the invention;
FIG. 2 is a schematic illustration of the placement of the tamping point locations of the present invention;
FIG. 3 is a schematic cross-sectional view of a dynamic compaction damping trench;
in the figure: 1. and point tamping for the first time, and point tamping for the second time.
Detailed Description
In order to make the technical solutions better understood by those skilled in the art, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only partial embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
It should be noted that the terms "first," "second," and the like in the description and claims of this application and in the drawings described above are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. It should be understood that the data so used may be interchanged under appropriate circumstances such that embodiments of the application described herein may be used. Furthermore, the terms "comprises," "comprising," and "having," and any variations thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed, but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus.
In this application, the terms "upper", "lower", "left", "right", "front", "rear", "top", "bottom", "inner", "outer", "middle", "vertical", "horizontal", "lateral", "longitudinal", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings. These terms are used primarily to better describe the present application and its embodiments, and are not used to limit the indicated devices, elements or components to a particular orientation or to be constructed and operated in a particular orientation.
Moreover, some of the above terms may be used to indicate other meanings besides the orientation or positional relationship, for example, the term "on" may also be used to indicate some kind of attachment or connection relationship in some cases. The specific meaning of these terms in this application will be understood by those of ordinary skill in the art as appropriate.
In addition, the term "plurality" shall mean two as well as more than two.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
Example 1
As shown in the attached figures 1 and 2,
a dynamic compaction treatment process for a geological structure comprises the following steps:
s1, trial tamping, determining the optimal parameters: firstly trial tamping, namely determining the optimal tamping times of tamping points, the bearing capacity of a foundation after dynamic compaction construction, the deformation modulus of a building foundation and the control of the uneven settlement of a backfill soil body, and the effective reinforcing depth after dynamic compaction;
s2, after trial tamping is finished, cleaning and leveling the field as tamping pretreatment;
s3, marking the position of the main tamping point for the first time on the leveling field, and judging whether the full tamping requirement is met;
s4, if the full tamping requirement is met and the interval time is met, carrying out the next tamping;
s5, completing tamping, and finishing full tamping;
and S6, after full tamping is finished, backfilling soil, externally transporting the soil, and backfilling to level the ground.
Before the dynamic compaction construction, a water pit and the like on the ground surface should be removed, the rammer, the drop distance, the ramming point position, the times, the range and the like are checked, and the safety dynamic compaction process flow needs to report comments on site.
During dynamic compaction, the deviation of the central displacement of a compaction point should be less than 15 cm.
Further, the dynamic compaction design technical requirements are as follows:
the point tamping energy level is 3000KN.m, and the tamping point spacing is arranged in a 4.5 multiplied by 4.5m square shape; as shown in FIG. 2, the first-pass tamping point 1 and the second-pass tamping point 2 are construction stations of the tamping flow in FIG. 1, and the distance d1 is 4.5 m; as shown in the attached figure 3, which is a schematic cross-sectional view of the dynamic compaction damping trench, the cross-sectional dimension of a ramming pit is as follows: the width d2 is 1m and the depth d3 is 2 m.
The point ramming is divided into two times, and the ramming frequency of each ramming point is 6-9 times;
the full-compaction energy level is 1500N.m, full compaction is one time, the tamping frequency of each tamping point is 2 times, wherein the overlap joint of the hammer marks is not less than 1/4 of the hammer diameter;
after the dynamic compaction area is subjected to dynamic compaction, the characteristic value of the bearing capacity is not less than 120KPa, and the compression modulus is not less than 8 KPa;
effective reinforcement depth: 6.0-7.0m from the initial ramming surface;
detecting a dynamic compaction test: after the trial compaction is finished, detecting at intervals of 1-2 weeks, analyzing according to detection data after compaction, if the trial compaction effect meets the requirement, determining formal dynamic compaction technical parameters according to a field trial compaction result and a detection result, and using the formal dynamic compaction technical parameters as a basis for large-area dynamic compaction construction; otherwise, adjusting the trial compaction scheme and adjusting the dynamic compaction parameters and then re-trial compacting.
Furthermore, when trial compaction is carried out, a construction site with proxy property is selected on the site for trial compaction, the trial compaction area is selected to be 20 x 20m, and trial compaction is carried out according to the dynamic compaction technical requirement.
Further, in step S3, after the full tamping requirement is met, adjusting the tamping hammer and detecting the elevation are performed, specifically:
the rammer is in place, the rammer is aligned to the position of a ramming point, the unhooking height is checked, and the unhooking position is fixed by a unhooking rope;
after the height is checked, measuring the elevation of the rammer;
hoisting the rammer to a designed height, automatically dropping the rammer, measuring and recording the ramming amount, and observing whether an overlarge ramming pit is raised around the ramming pit;
and repeating the hoisting action of the rammer to carry out circular ramming until the construction of one ramming point is completed.
Further, in S4, if the full tamping requirement is not satisfied and the interval time is satisfied, performing tamping in-place safety detection; after the detection is finished, carrying out ramming hammer top elevation measurement; after the dynamic compaction of the last tamping point is finished, tamping the tamping point, measuring elevation and quality and carrying out safety inspection; if the quality and safety requirements are met, performing next ramming point construction; and (5) after tamping is finished, flattening the tamping surface.
And (3) completing the first tamping construction until the site is tamped, and backfilling a tamping pit by using outer soil after one-time point tamping in order to meet the design standard of the site elevation after the strong tamping, and leveling the site by using a bulldozer.
Further, if the quality and safety requirements are not met, the tamping times and the control standards are adjusted until the requirements are met, then tamping construction is carried out, and finally the tamping surface is leveled.
Further, after the first tamping and leveling, the elevation of the site is measured, and if the height meets the design standard, the step S4 is performed under the condition that the interval time of the tamping machine is met.
And finally, completing the construction of the tamping point for the second time, and backfilling the tamping pit by adopting externally transported backfill and leveling. And finally, full tamping is adopted, full tamping is carried out once, tamping is carried out twice at each point, 1/4 with the hammer diameter not less than is lapped by the hammer seal, and after full tamping is finished, outer earth is carried and backfilled.
Further, after full tamping is finished, the standard requirement of tamping stop is as follows:
when the single tamping energy level is less than 4000KN.m, the average settling amount of the last two tamping is not more than 50 mm;
the ground around the tamping pit has no shock bump with the bump height exceeding 4-7 mm;
the hammer pulling difficulty caused by too deep tamping pits can be avoided.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (8)
1. The dynamic compaction treatment process for the geological structure is characterized by comprising the following steps of:
s1, trial tamping, determining the optimal parameters: firstly trial tamping, namely determining the optimal tamping times of tamping points, the bearing capacity of a foundation after dynamic compaction construction, the deformation modulus of a building foundation and the control of the uneven settlement of a backfill soil body, and the effective reinforcing depth after dynamic compaction;
s2, after trial tamping is finished, cleaning and leveling the field as tamping pretreatment;
s3, marking the position of the main tamping point for the first time on the leveling field, and judging whether the full tamping requirement is met;
s4, if the full tamping requirement is met and the interval time is met, carrying out the next tamping;
s5, completing tamping, and finishing full tamping;
and S6, after full tamping is finished, backfilling soil, externally transporting the soil, and backfilling to level the ground.
2. The geological structure dynamic compaction treatment process according to claim 1, wherein the dynamic compaction design technical requirements are as follows:
the point tamping energy level is 3000KN.m, and the tamping point spacing is arranged in a 4.5 multiplied by 4.5m square shape;
the point ramming is divided into two times, and the ramming frequency of each ramming point is 6-9 times;
the full-compaction energy level is 1500N.m, full compaction is one time, the tamping frequency of each tamping point is 2 times, wherein the overlap joint of the hammer marks is not less than 1/4 of the hammer diameter;
after the dynamic compaction area is subjected to dynamic compaction, the characteristic value of the bearing capacity is not less than 120KPa, and the compression modulus is not less than 8 KPa; effective reinforcement depth: 6.0-7.0m from the initial ramming surface;
detecting a dynamic compaction test: after the trial compaction is finished, detecting at intervals of 1-2 weeks, analyzing according to detection data after compaction, if the trial compaction effect meets the requirement, determining formal dynamic compaction technical parameters according to a field trial compaction result and a detection result, and using the formal dynamic compaction technical parameters as a basis for large-area dynamic compaction construction; otherwise, adjusting the trial compaction scheme and adjusting the dynamic compaction parameters and then re-trial compacting.
3. The geological structure dynamic compaction treatment process according to claim 2, wherein during dynamic compaction test, a construction site with proxy property is selected on the site for dynamic compaction test, the dynamic compaction test area is selected to be 20 x 20m, and the dynamic compaction test is carried out according to the dynamic compaction technical requirement.
4. The geological structure dynamic compaction processing technology of claim 1, wherein in step S3, after the full compaction requirement is met, the adjustment of the ramming hammer and the elevation detection are performed, specifically: the rammer is in place, the rammer is aligned to the position of a ramming point, the unhooking height is checked, and the unhooking position is fixed by a unhooking rope; after the height is checked, measuring the elevation of the rammer;
hoisting the rammer to a designed height, automatically dropping the rammer, measuring and recording the ramming amount, and observing whether an overlarge ramming pit is raised around the ramming pit;
and repeating the hoisting action of the rammer to carry out circular ramming until the construction of one ramming point is completed.
5. A process of dynamic compaction of a geological structure as defined in claim 1, wherein at S4, if the full compaction requirement is not met and the interval time is met, a safe detection of the tamping in-place is performed; after the detection is finished, carrying out ramming hammer top elevation measurement; after the dynamic compaction of the last tamping point is finished, tamping the tamping point, measuring elevation and quality and carrying out safety inspection; if the quality and safety requirements are met, performing next ramming point construction; and (5) after tamping is finished, flattening the tamping surface.
6. A process for dynamic compaction of a geological structure as defined in claim 5 wherein, if the quality and safety requirements are not met, the number of times of compaction is adjusted and the control criteria are adjusted until the requirements are met, then compaction is performed and finally the compacted surface is leveled.
7. The process of claim 6, wherein after the first tamping and leveling, the elevation of the ground is measured, and if the elevation meets the design criteria, the step S4 is performed under the condition that the interval time of the tamping machine is met.
8. The geological structure dynamic compaction treatment process according to claim 1 or 7, wherein after full compaction, the standard requirements of stopping compaction are as follows: when the single tamping energy level is less than 4000KN.m, the average settling amount of the last two tamping is not more than 50 mm;
the ground around the tamping pit has no shock bump with the bump height exceeding 4-7 mm;
the hammer pulling difficulty caused by too deep tamping pits can be avoided.
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| CN112878304A (en) * | 2021-01-12 | 2021-06-01 | 中交疏浚技术装备国家工程研究中心有限公司 | Construction process for reinforcing large-area foundation soil by high-speed hydraulic tamper |
| CN113847948A (en) * | 2021-09-23 | 2021-12-28 | 大地巨人(北京)工程科技有限公司 | Dynamic compaction automatic monitoring and analyzing method and digital integrated system |
| CN115045262A (en) * | 2022-06-10 | 2022-09-13 | 中国建筑一局(集团)有限公司 | Construction method of karst landform high-fill foundation pile foundation |
| CN115045261A (en) * | 2022-05-13 | 2022-09-13 | 中国建筑第二工程局有限公司 | Dynamic compaction construction process based on environmental protection |
| CN117684541A (en) * | 2024-02-01 | 2024-03-12 | 中大(天津)建设集团有限公司 | High-bearing-capacity foundation construction method |
| CN117802965A (en) * | 2024-02-23 | 2024-04-02 | 中大(天津)建设集团有限公司 | Construction process of stable engineering foundation |
| CN117802965B (en) * | 2024-02-23 | 2024-05-07 | 中大(天津)建设集团有限公司 | Construction process of stable engineering foundation |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112878304A (en) * | 2021-01-12 | 2021-06-01 | 中交疏浚技术装备国家工程研究中心有限公司 | Construction process for reinforcing large-area foundation soil by high-speed hydraulic tamper |
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| CN115045261A (en) * | 2022-05-13 | 2022-09-13 | 中国建筑第二工程局有限公司 | Dynamic compaction construction process based on environmental protection |
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| CN117684541A (en) * | 2024-02-01 | 2024-03-12 | 中大(天津)建设集团有限公司 | High-bearing-capacity foundation construction method |
| CN117684541B (en) * | 2024-02-01 | 2024-05-07 | 中大(天津)建设集团有限公司 | High-bearing-capacity foundation construction method |
| CN117802965A (en) * | 2024-02-23 | 2024-04-02 | 中大(天津)建设集团有限公司 | Construction process of stable engineering foundation |
| CN117802965B (en) * | 2024-02-23 | 2024-05-07 | 中大(天津)建设集团有限公司 | Construction process of stable engineering foundation |
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Application publication date: 20200814 |