CN111827252A - Dynamic compaction foundation reinforcing method capable of protecting adjacent building structures - Google Patents
Dynamic compaction foundation reinforcing method capable of protecting adjacent building structures Download PDFInfo
- Publication number
- CN111827252A CN111827252A CN202010686146.1A CN202010686146A CN111827252A CN 111827252 A CN111827252 A CN 111827252A CN 202010686146 A CN202010686146 A CN 202010686146A CN 111827252 A CN111827252 A CN 111827252A
- Authority
- CN
- China
- Prior art keywords
- tamping
- dynamic compaction
- horizontal displacement
- building
- compaction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Analytical Chemistry (AREA)
- Chemical & Material Sciences (AREA)
- Hydrology & Water Resources (AREA)
- Agronomy & Crop Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention relates to the technical field of dynamic compaction processes, in particular to a dynamic compaction foundation reinforcing method capable of protecting a nearby building, wherein monitoring points are arranged between the building and compaction points; carrying out flat hammer and column hammer dynamic compaction with different energy levels on the trial compaction point, wherein the dynamic compaction adopts a symmetrical construction mode; analyzing the range of the influence degree of the dynamic compaction on the horizontal displacement of the surrounding soil body according to the soil body horizontal displacement and the change condition of the pore water pressure under each rammer obtained by the monitoring points; adjusting the tamping energy level, position and times according to the analysis result, backfilling hard aggregate in the tamping pit by adopting a repeated backfilling tamping method, and reinforcing the foundation by adopting a repeated tamping method to reduce the influence on the building; and after the dynamic compaction construction is finished, filling and leveling the compaction pit, arranging the monitoring points, and flattening and rolling the site. The invention adopts multiple times of tamping and backfilling hard aggregate, achieves the effect of replacing the composite foundation by a shallow layer, further improves the bearing capacity of the soil layer and lightens the influence of the surrounding environment compared with the original energy level dynamic compaction process.
Description
Technical Field
The invention relates to the technical field of dynamic compaction processes, in particular to a dynamic compaction foundation reinforcing method capable of protecting structures nearby construction.
Background
The application of the dynamic compaction method is a mature foundation reinforcing technology, the requirement on foundation treatment is higher along with the development of buildings to high floors and the requirement of high-grade factories and stores, the projects related to the combined action of pile foundations and the pretreatment of the dynamic compaction method are greatly increased, and in addition, the requirement on the protection measures of the construction of the related adjacent projects on the existing building foundations is higher. Little or no mention is made in the code as to how to assess the extent to which a dynamic compactor will have a detrimental effect on adjacent buildings or equipment, and what action should be taken to mitigate the effect. In addition, the dynamic response and the damage mechanism of the building under the action of dynamic compaction vibration are quite insufficient, and the difference of each country and each region in the aspect of quantitative indexes is large.
At present, the protection measures for building structures outside a dynamic compaction construction area are mainly far away from a building group from the planning aspect, and vibration isolation ditches are adopted from the construction aspect. However, with the development of economy and city construction, the available area of vast cities is limited, the safety distance between buildings is shortened, and higher requirements are put forward on the protection measures of the dynamic compaction process. The vibration isolation ditch has limited effect, and the depth of the ditch needs to be required to be too deep for dynamic compaction with higher energy level, thereby influencing the subsequent backfill construction and the compaction quality after backfill. On the other hand, the current measures mainly protect adjacent building structures outside the construction area, and cannot generate effective protection effect on building components in the construction area needing pretreatment, such as building structures such as precast piles and the like.
Disclosure of Invention
The invention aims to provide a dynamic compaction foundation reinforcing method capable of protecting nearby structures according to the defects of the prior art, the effect of replacing a composite foundation in a shallow layer is achieved by adopting multiple times of tamping and backfilling hard aggregate in a matched mode, the bearing capacity of a soil layer is further improved compared with that of an original energy level dynamic compaction process, and the influence of the surrounding environment is reduced due to the adjustment of the tamping energy.
The purpose of the invention is realized by the following technical scheme:
a dynamic compaction foundation reinforcing method capable of protecting adjacent building structures is characterized in that: the method comprises the following steps:
a. arranging monitoring points between the building structure and the tamping points;
b. carrying out flat hammer and column hammer dynamic compaction with different energy levels on the trial compaction point, wherein the dynamic compaction adopts a symmetrical construction mode;
c. analyzing the range of the influence degree of the dynamic compaction on the horizontal displacement of the surrounding soil body according to the soil body horizontal displacement and the change condition of the pore water pressure under each rammer obtained by the monitoring points; adjusting the tamping energy level, position and times according to the analysis result, backfilling hard aggregate in the tamping pit by adopting a repeated backfilling tamping method, and reinforcing the foundation by adopting a repeated tamping method to reduce the influence on the building;
d. and after the dynamic compaction construction is finished, filling and leveling the compaction pit, arranging the monitoring points, and flattening and rolling the site.
The symmetrical construction refers to that symmetrical dynamic compaction construction is respectively carried out around the building, namely after the dynamic compaction is finished for the first time on one side of the building, the dynamic compaction is also finished for the other side, the horizontal displacement of the building is monitored, the two-side tamping processes are adjusted according to the ground layer of the site, and the horizontal displacement of the building is balanced.
The multiple backfilling and tamping method is characterized in that backfilling times and backfilling amount are determined and adjusted according to the depth of a tamping pit, and when the depth of the tamping pit reaches 1/3 of a column hammer, one-time backfilling is carried out, wherein the backfilling amount is 1/2-1/3 of the depth of the tamping pit.
The monitoring points comprise soil body horizontal displacement monitoring holes and pore water pressure gauge monitoring holes, the soil body horizontal displacement monitoring holes are arranged between the tamping points and the building structures according to the distance between the building structures and the tamping points, the effective measuring depth of the soil body horizontal displacement monitoring holes is more than 1.5 times greater than the treatment depth of a foundation, and inclinometers with certain vertical intervals are embedded in the soil body horizontal displacement monitoring holes to monitor the horizontal displacement of the soil body at different depths during dynamic compaction; the test tamping points are provided with pore water pressure gauge monitoring holes, the effective measuring depth of the pore water pressure gauge monitoring holes is more than or equal to the foundation treatment depth, and a plurality of pore water pressure gauges with the depth being integral multiples of the distance between the tamping points are buried in the pore water pressure gauge monitoring holes.
Installing a horizontal displacement meter on the building, the horizontal displacement meter being used to measure the horizontal displacement of the building.
And a passive vibration isolation trench is arranged on the periphery of the building.
The invention has the advantages that: the effect of replacing the composite foundation in a shallow layer is achieved by adopting multiple times of tamping and backfilling the hard aggregate in a matching manner, the bearing capacity of a soil layer is further improved compared with the original energy level dynamic compaction process, and the influence of the surrounding environment is reduced due to the adjustment of the compaction energy; the method has the advantages that the influence of dynamic compaction construction on the engineering piles in the area is effectively reduced, the requirement of dynamic compaction on foundation treatment and reinforcement is met, the problem that the engineering piles in the same site are influenced by the dynamic compaction construction is solved, and a treatment idea and a method are provided for a part of projects which need foundation treatment after pile forming; the dynamic compaction energy level is controlled in time through information construction and dynamic design in the dynamic compaction test construction process, the influence range and the depth of the dynamic compaction on the deformation of the soil body are accurately recorded and analyzed, and the dynamic compaction construction quality is effectively improved; the dynamic compaction method of the embodiment can be suitable for protecting the pile foundation of the adjacent building, and compared with the vibration isolation trench, the dynamic compaction method does not need to carry out a large amount of backfilling and compaction treatment on the vibration isolation trench after completion, thereby improving the economic benefit.
Drawings
FIG. 1 is a schematic view of the arrangement of the present invention;
fig. 2 is a working state diagram of the present invention.
Detailed Description
The features of the present invention and other related features are described in further detail below by way of example in conjunction with the following drawings to facilitate understanding by those skilled in the art:
as shown in fig. 1-2, the scores are represented as: the construction method comprises the following steps of 1, a red line 2 of a building site, a soil body horizontal displacement monitoring hole 3, a pore water pressure gauge monitoring hole 4, tamping points 5, one side 5a of a first tamping point, the other side 5b of the first tamping point, one side 5c of a second tamping point, the other side 5d of the second tamping point, a passive vibration isolation ditch 6, hard aggregates 7 and a dynamic compactor 8.
Example (b): the embodiment of the invention provides a dynamic compaction foundation reinforcing method capable of protecting adjacent building structures, which is mainly used for protecting the building structures. As shown in fig. 1-2, the building structure in this example is an existing engineering pile 1, the engineering pile 1 is a precast pile under the wall of a warehouse in the site, and is embedded in the soil before the foundation treatment, and since the soil around the pile is found to be too much settled during the subsequent pile foundation, the terrace of the building after the later completion is likely to be cracked due to the uneven settlement. The engineering pile 1 in the dynamic compaction region is close to the boundary of the red line 2 of the building site, the dynamic compaction points 5 surround the engineering pile 1 in a square arrangement, the dynamic compaction points 5 comprise first-time points and second-time points, the second-time points are arranged outside the first-time points, the first-time points and the second-time points are symmetrically arranged on two sides of the engineering pile 1, the first-time points comprise one side 5a of the first-time points and the other side 5b of the first-time points, and the second-time points comprise one side 5c of the second-time points and the other side 5d of the second-time points. In addition, a horizontal displacement meter is installed on the engineering pile 1 and used for monitoring the pile body deviation of the engineering pile 1.
Soil body horizontal displacement monitoring holes 3 are respectively arranged on one side 5a of the first-time ramming point and the engineering pile 1, and between the other side 5b of the first-time ramming point and the engineering pile 1, the distance between the first-time ramming point and the engineering pile 1 can be properly encrypted according to engineering importance and ramming energy, but the minimum distance is not smaller than 1.5m, because the distance is too dense and the monitoring holes are too many, the effective acting soil body area between the engineering pile 1 and the one side 5a of the first-time ramming point (the other side 5b of the first-time ramming point) is reduced, and the improvement of the strength of the soil body in the area after foundation treatment is not. In the embodiment, 2m horizontal distance is adopted, and inclinometers with the vertical distance of about 2-5m are embedded in each soil body horizontal displacement monitoring hole 3 so as to monitor the soil body horizontal displacement at different depths in the dynamic compaction period. In addition, the effective measuring depth of the soil body horizontal displacement monitoring hole 3 is more than 1.5 times greater than the foundation treatment depth.
The monitoring holes 4 of the pore water pressure gauge are arranged near one side 5a of the first-pass tamping point, the effective measuring depth of the monitoring holes 4 of the pore water pressure gauge is at least equal to the processing depth of the foundation, and the depth positions of the embedded pore water pressure gauge are respectively 2m, 4m, 6m and 8 m. The method aims to monitor the pore water pressure variation of foundation soil in the energy level effective reinforcement depth after one side 5a closest to a first-pass tamping point of an engineering pile 1 is constructed, so as to judge the dynamic consolidation effect of each-stage tamping energy on the site, and further select the optimal energy level meeting the reinforcement depth requirement and backfill hard aggregates 7 for multiple times.
The dynamic compaction construction of the embodiment adopts a symmetrical construction mode and uses a multi-backfill compaction method to backfill hard aggregate in the rammed pit. The symmetrical construction is as follows: the method is characterized in that symmetrical dynamic compaction construction is respectively carried out around a building, namely after the dynamic compaction is finished for the first time on one side of the building, the dynamic compaction is also finished for the other side, the phenomenon that the horizontal displacement of a soil body is overlarge due to simultaneous construction on two sides is avoided, the horizontal displacement of a pile body is monitored, the processes of adjusting the tamping times of the two sides according to the ground stratum and the like are carried out, the horizontal displacement of the pile body of the building is balanced, the pile body of the building is prevented from deviating, the tamping is started near the building and gradually moves to a far place, the alternate-line jumping is carried out when the uplifting is overlarge, the tamping is carried out in times when hammer collection is difficult, the strength of the soil body near a protection target can be preferentially strengthened by constructing from the place near the building to the inside, a groove-shaped hard shell layer with a certain depth is formed, and the tamping energy transmitted to the building by the dynamic compaction from. The multiple backfilling and tamping method comprises the following steps: determining and adjusting the backfilling times and the backfilling amount according to the depth of the rammed pit, and backfilling once when the depth of the rammed pit reaches about 1/3 times of the column hammer, wherein the backfilling amount is 1/2 of the depth of the rammed pit, the filling amount is properly reduced to 1/3 according to the horizontal displacement of the soil body monitored by trial tamping, the filling times are increased, the hard aggregate is pressed into a deeper soil layer, the reinforcement depth is improved, the strength of the deep soil body is improved, the contact normal stress between the pile body of the building and the soil body is enhanced, and the horizontal displacement of the building is also reduced.
The hard aggregate 7 is selected from construction waste or broken stone with good gradation. The pier body material backfilled into the pier can adopt hard coarse particle materials with good gradation, such as block stone, broken stone, slag, industrial waste residue, construction waste and the like, and the content of particles with the particle size of more than 300mm is not more than 30%.
For the column hammer dynamic compaction process, the amount of the backfilled hard aggregate 7 is strictly controlled, the backfill amount of the hard aggregate 7 is excessive, on one hand, because the strength of the hard aggregate 7 is greater than that of soil around a rammed pit, the compactness of soil at the bottom of the rammed pit is greater than that of the side surface of the rammed pit, the displacement of the hard aggregate 7 extruded to the outside of the pit side can be increased by subsequent ramming, so that the horizontal displacement of the soil generated by column hammer dynamic compaction is greatly increased, and excessive influence is generated on adjacent building structures, and the subsequent filling amount is adjusted according to the horizontal displacement of the soil generated by each ramming after the backfill amount of the hard aggregate is monitored by trial ramming; the quantity of the hard aggregate 7 backfilled is reduced, the hard aggregate 7 can be pressed into a deeper soil layer through next tamping, the reinforcement depth is improved, the strength of a deep soil body is improved, the contact normal stress of a pile body and the soil body is enhanced, and the horizontal displacement of a building is also reduced.
Specifically, the sequence of the symmetrical construction of this embodiment is sequentially: one side 5a of the first point tamping pass, the other side 5b of the first point tamping pass, one side 5c of the second point tamping pass, and the other side 5d of the second point tamping pass. On one hand, the strength of the soil body near the engineering pile 1 can be preferentially reinforced by constructing from the position close to the engineering pile 1 to the far position, a groove-shaped hard shell layer with a certain depth is formed, and the tamping energy transmitted to the engineering pile 1 by the remote dynamic compactor is blocked and reduced; on the other hand, multiple times of dynamic compaction on the same side is avoided through symmetrical construction, so that the horizontal displacement of the soil body on the side and the soil body strength are larger than those on the other side, the engineering pile 1 is pushed by the soil body on one side to cause larger pile body deflection, and the protection of the engineering pile 1 is not facilitated. And finally, the horizontal displacement of the pile body is monitored, and the impact numbers and energy levels of the tamping 5a and the tamping 5b on the two sides are adjusted according to the ground stratum of the field, so that the soil body strength on the two sides of the engineering pile 1 is increased in a balanced manner, and the deviation of the pile body of the engineering pile 1 is controlled to the maximum extent.
Specifically, the multiple backfill tamping method of the embodiment includes: because the replacement coefficient of the rammed pit is the highest when the height of the backfilled hard aggregate 7 is half of that of the rammed pit, the single-backfilled hard aggregate 7 at one side 5a of the first-time ramming point and the other side 5b of the first-time ramming point is about half of the height of the rammed pit, the single-backfilled hard aggregate 7 at one side 5c of the second-time ramming point and the other side 5d of the second-time ramming point is backfilled twice, and the single-backfilled hard aggregate 7 is also about half of the height of the rammed pit.
In the embodiment, the range of the influence degree of the dynamic compaction on the horizontal displacement of the peripheral soil is analyzed by monitoring the obtained horizontal displacement of the soil and the change condition of the pore water pressure under each rammer, the ramming energy level and the position are further adjusted, the ramming energy level is properly reduced by 10-20%, the ramming frequency is correspondingly increased by 1-2 times, the foundation is reinforced by a multi-pass ramming method, and the influence on the engineering pile 1 is reduced.
When the vibration isolation measures are not ideal in effect, the groove-shaped passive vibration isolation ditches 6 can be arranged around the engineering pile 1, and the energy dissipation effect of shallow layer ramming is achieved.
In addition, as shown in fig. 1 and 2, the method of the present embodiment specifically includes the following steps:
1. 4 soil body horizontal displacement monitoring holes 3 are respectively arranged between the engineering pile 1 and one side 5a of the first-pass tamping point in the horizontal direction and the vertical direction, the distance between each soil body horizontal displacement monitoring hole 3 is 2m, namely the distances between the four soil body horizontal displacement monitoring holes 3 and the engineering pile 1 are respectively 2m, 4m, 6m and 8m, inclinometers are embedded in each soil body horizontal displacement monitoring hole 3 according to the distance of about 2m in the depth direction, and the depth positions are respectively 2m, 4m, 6m, 8m, 10m, 12m, 14m and 16 m. Meanwhile, 4 soil body horizontal displacement monitoring holes 3 are drilled in the vertical direction between the engineering pile 1 and the other side 5b of the first-pass ramming point, the distance between each soil body horizontal displacement monitoring hole 3 is 2m, the distance between each soil body horizontal displacement monitoring hole 3 and the engineering pile 1 is respectively 2m, 4m, 6m and 8m, and an inclinometer is embedded in each soil body horizontal displacement monitoring hole 3 according to the depth direction distance of about 2m so as to record the soil body horizontal displacement of different depths.
The purpose of arranging the monitoring holes in the embodiment is mainly to monitor the propagation condition of the ramming energy to adjust the energy level, due to the symmetrical construction on two sides, the transmission effect is basically consistent, the cost and the economy in the actual construction can be only arranged on one side, namely the monitoring holes are arranged on one side, and each monitoring hole is only arranged between one side 5a of the first-pass ramming point and the engineering pile 1; if the budget is sufficient, the two sides can be considered to be arranged in the same way, and the obtained data is more comprehensive, namely, the monitoring holes are symmetrically arranged between one side 5a of the first-pass tamping point and the engineering pile 1 and between the other side 5b of the first-pass tamping point and the engineering pile 1.
2. Drilling a pore water pressure gauge monitoring hole 4 near one side 5a of the first-time tamping point, wherein the embedding depth of the pore water pressure gauge is respectively 2m, 4m, 6m and 8m, monitoring the pore water pressure variation of foundation soil in the effective reinforcing depth of the trial tamping energy level to judge the dynamic consolidation effect of each level of tamping energy in the field, and selecting the optimal energy level with the reinforcing depth meeting the requirement;
3. as shown in fig. 2, after the pore water pressure gauge and the inclinometer are connected and installed, the dynamic compactor 8 is put in place to test compaction, the test compaction principle is that the dynamic compactor starts from a low energy level to a high energy level, and is constructed symmetrically according to the sequence of 5 a-5 b-5 c-5 d, and the specific energy level adjustment process is as follows:
a. the energy level of one side 5a (the other side 5 b) of the first tamping point is 600kN.m, if the depth of the tamping pit exceeds 1.5m, the hard aggregate 7 can be backfilled, the material quantity is about to half of the height of the tamping pit, monitoring data is observed, the distance between the maximum horizontal displacement point and the engineering pile 1 is judged, if the distance is more than or equal to 2m, the energy level can be increased to 800kN.m, the increment of the energy level at each time cannot exceed 200kN.m, after the horizontal displacement of the engineering pile 1 which is more than 5mm is monitored, the tamping energy level at the moment is taken as a boundary energy level, the offset of the engineering pile 1 can be recovered by the rebound quantity within a range of 10mm after the work, the energy level of one side 5a (the other side 5 b) of the first tamping point is lower, and the main function of isolating and protecting the engineering pile 1 from the influence of remote dynamic compaction;
b. because one side 5a (the other side 5 b) of the first tamping point is used for reinforcing the soil body between one side 5c (the other side 5 d) of the second tamping point and the engineering pile 1, the soil body strength is improved to a certain extent, the influence of one side 5c (the other side 5 d) of the second tamping point on the engineering pile 1 is smaller than that of one side 5a (the other side 5 b) of the first tamping point, the tamping level can be started from 1000kN.m, the backfilling amount of the hard aggregate 7 is based on half of the tamping height, the limit level is the tamping level when the offset of the engineering pile 1 is not more than 5mm, and the deep soil body is reinforced mainly under the main action of one side 5c (the other side 5 d) of the second tamping point, so that the foundation treatment requirement is met;
4. monitoring the hole 4 according to the pore water pressure, and when the variation amplitude of the pore pressure at a certain depth is less than 20% in the dynamic compaction period, taking the depth of the soil layer at the certain depth as the maximum influence depth under the tamping energy level; if the design treatment depth is not reached, the backfilling hard aggregate 7 can be divided into multiple backfilling, and the replacement depth of the hard aggregate 7 is increased, so that the dynamic compaction treatment depth is increased;
5. when the lower energy level is monitored, the horizontal displacement amount of the engineering pile 1 appears, and as shown in figures 1 and 2, the energy dissipation effect of shallow layer tamping can be increased by excavating a groove-shaped passive vibration isolation trench 6 surrounding the engineering pile 1;
6. after the dynamic compaction construction is finished, filling the compaction pit, backfilling monitoring points (a soil body horizontal displacement monitoring hole 3 and a pore water pressure gauge monitoring hole 4), and flattening and rolling the site; if the passive vibration isolation trench 6 is constructed, backfill compaction is also needed.
In conclusion, the effect of replacing the composite foundation by the shallow layer is achieved by adopting multiple times of tamping and backfilling the hard aggregate, the bearing capacity of the soil layer is further improved compared with the original energy level dynamic compaction process, and the influence of the surrounding environment is reduced due to the adjustment of the compaction energy; the method has the advantages that the influence of dynamic compaction construction on the engineering piles in the area is effectively reduced, the requirement of dynamic compaction on foundation treatment and reinforcement is met, the problem that the engineering piles in the same site are influenced by the dynamic compaction construction is solved, and a treatment idea and a method are provided for a part of projects which need foundation treatment after pile forming; the dynamic compaction energy level is controlled in time through information construction and dynamic design in the dynamic compaction test construction process, the influence range and the depth of the dynamic compaction on the deformation of the soil body are accurately recorded and analyzed, and the dynamic compaction construction quality is effectively improved; the dynamic compaction method of the embodiment can be suitable for protecting the pile foundation of the adjacent building, and compared with the vibration isolation trench, the dynamic compaction method does not need to carry out a large amount of backfilling and compaction treatment on the vibration isolation trench after completion, thereby improving the economic benefit.
Although the conception and the embodiments of the present invention have been described in detail with reference to the drawings, those skilled in the art will recognize that various changes and modifications can be made therein without departing from the scope of the appended claims, and therefore, they are not to be considered repeated herein.
Claims (6)
1. A dynamic compaction foundation reinforcing method capable of protecting adjacent building structures is characterized in that: the method comprises the following steps:
a. arranging monitoring points between the building structure and the tamping points;
b. carrying out flat hammer and column hammer dynamic compaction with different energy levels on the trial compaction point, wherein the dynamic compaction adopts a symmetrical construction mode;
c. analyzing the range of the influence degree of the dynamic compaction on the horizontal displacement of the surrounding soil body according to the soil body horizontal displacement and the change condition of the pore water pressure under each rammer obtained by the monitoring points; adjusting the tamping energy level, position and times according to the analysis result, backfilling hard aggregate in the tamping pit by adopting a repeated backfilling tamping method, and reinforcing the foundation by adopting a repeated tamping method to reduce the influence on the building;
d. and after the dynamic compaction construction is finished, filling and leveling the compaction pit, arranging the monitoring points, and flattening and rolling the site.
2. The dynamic compaction foundation strengthening method capable of protecting adjacent building structures according to claim 1, wherein the method comprises the following steps: the symmetrical construction refers to that symmetrical dynamic compaction construction is respectively carried out around the building, namely after the dynamic compaction is finished for the first time on one side of the building, the dynamic compaction is also finished for the other side, the horizontal displacement of the building is monitored, the two-side tamping processes are adjusted according to the ground layer of the site, and the horizontal displacement of the building is balanced.
3. The dynamic compaction foundation strengthening method capable of protecting adjacent building structures according to claim 1, wherein the method comprises the following steps: the multiple backfilling and tamping method is characterized in that backfilling times and backfilling amount are determined and adjusted according to the depth of a tamping pit, and when the depth of the tamping pit reaches 1/3 of a column hammer, one-time backfilling is carried out, wherein the backfilling amount is 1/2-1/3 of the depth of the tamping pit.
4. The dynamic compaction foundation strengthening method capable of protecting adjacent building structures according to claim 1, wherein the method comprises the following steps: the monitoring points comprise soil body horizontal displacement monitoring holes and pore water pressure gauge monitoring holes, the soil body horizontal displacement monitoring holes are arranged between the tamping points and the building structures according to the distance between the building structures and the tamping points, the effective measuring depth of the soil body horizontal displacement monitoring holes is more than 1.5 times greater than the treatment depth of a foundation, and inclinometers with certain vertical intervals are embedded in the soil body horizontal displacement monitoring holes to monitor the horizontal displacement of the soil body at different depths during dynamic compaction; the test tamping points are provided with pore water pressure gauge monitoring holes, the effective measuring depth of the pore water pressure gauge monitoring holes is more than or equal to the foundation treatment depth, and a plurality of pore water pressure gauges with the depth being integral multiples of the distance between the tamping points are buried in the pore water pressure gauge monitoring holes.
5. The dynamic compaction foundation strengthening method capable of protecting adjacent building structures according to claim 1, wherein the method comprises the following steps: installing a horizontal displacement meter on the building, the horizontal displacement meter being used to measure the horizontal displacement of the building.
6. The dynamic compaction foundation strengthening method capable of protecting adjacent building structures according to claim 1, wherein the method comprises the following steps: and a passive vibration isolation trench is arranged on the periphery of the building.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010686146.1A CN111827252A (en) | 2020-07-16 | 2020-07-16 | Dynamic compaction foundation reinforcing method capable of protecting adjacent building structures |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010686146.1A CN111827252A (en) | 2020-07-16 | 2020-07-16 | Dynamic compaction foundation reinforcing method capable of protecting adjacent building structures |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111827252A true CN111827252A (en) | 2020-10-27 |
Family
ID=72922968
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010686146.1A Pending CN111827252A (en) | 2020-07-16 | 2020-07-16 | Dynamic compaction foundation reinforcing method capable of protecting adjacent building structures |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111827252A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000144704A (en) * | 1998-11-13 | 2000-05-26 | Jdc Corp | Dynamic consolidation method and dynamic consolidation device |
| CN103510503A (en) * | 2013-09-30 | 2014-01-15 | 中国地质大学（北京） | Method for monitoring rammed point soil stabilization state vibration in real time |
| CN106567379A (en) * | 2016-11-04 | 2017-04-19 | 中航勘察设计研究院有限公司 | Method for reinforcing manual dewatering, bedding course, low-energy replacement dynamic compaction shallow foundation |
| CN107460897A (en) * | 2017-09-12 | 2017-12-12 | 中化岩土集团股份有限公司 | A kind of strong rammer region composite vibration insulation structure and its construction method |
-
2020
- 2020-07-16 CN CN202010686146.1A patent/CN111827252A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000144704A (en) * | 1998-11-13 | 2000-05-26 | Jdc Corp | Dynamic consolidation method and dynamic consolidation device |
| CN103510503A (en) * | 2013-09-30 | 2014-01-15 | 中国地质大学（北京） | Method for monitoring rammed point soil stabilization state vibration in real time |
| CN106567379A (en) * | 2016-11-04 | 2017-04-19 | 中航勘察设计研究院有限公司 | Method for reinforcing manual dewatering, bedding course, low-energy replacement dynamic compaction shallow foundation |
| CN107460897A (en) * | 2017-09-12 | 2017-12-12 | 中化岩土集团股份有限公司 | A kind of strong rammer region composite vibration insulation structure and its construction method |
Non-Patent Citations (9)
| Title |
|---|
| 《南京长江大桥抗震加固技术》编委会: "《南京长江大桥抗震加固技术》", 30 November 1998, 中国铁道出版社 * |
| 仇亚等: "《通信管道工程施工技术探析》", 《数字通信世界》 * |
| 刘春等: "《岩土工程测试与监测技术》", 30 June 2018, 中央民族大学出版社 * |
| 娄兴敏等: "《强夯施工对既有建构筑物的影响分析和保护应用》", 《石油化工建设》 * |
| 广东省土木建筑学会编: "《广东土木工程施工关键技术实例 2007-2013》", 30 November 2013, 华南理工大学出版社 * |
| 徐云博等: "《土力学与地基基础》", 31 August 2016, 北京理工大学出版社 * |
| 李昂: "《建筑地基处理技术及地基基础工程标准规范实施手册 第1册》", 31 March 2003, 金版电子出版公司 * |
| 贾庆山: "《储罐基础工程手册》", 31 May 2002, 中国石化出版社 * |
| 陈龙等: "《综合管廊两侧深窄基槽回填土夯实装置研发与应用》", 《施工技术》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107938676B (en) | Pile foundation construction method for penetrating through full-filling karst cave | |
| CN106120702B (en) | High roadbed artificial foundation back-filling in layers is layered strong rammer composite reinforcement method | |
| CN111535291A (en) | Dynamic compaction treatment process for geological structure | |
| CN107447778A (en) | The heightening and consolidation structure and method of a kind of in-service reinforced concrete retaining wall | |
| CN110761264A (en) | Secondary dynamic compaction gravel replacement and reinforcement method for coastal sludge soft soil foundation | |
| CN103074882A (en) | Construction method for reinforcing island-type perennial frozen-soil foundation by adopting gravel piles | |
| CN106522191A (en) | Transformer substation foundation treatment method and application thereof | |
| CN110055948A (en) | A kind of big Treatment Methods of Karst Foundation of depth and device | |
| CN104213485A (en) | Construction method used for combined dynamic compaction treatment of lake region soil-rock mixed filling roadbed | |
| CN111350104A (en) | Construction method of high-speed railway excavation roadbed in deep artificial spoil area | |
| CN207331740U (en) | A kind of heightening and consolidation structure of in-service reinforced concrete retaining wall | |
| CN113026715A (en) | High-fill roadbed dynamic compaction construction method | |
| CN113846618A (en) | Dynamic compaction replacement reinforcing method for foundation treatment | |
| CN114232593A (en) | Construction method of end bearing pile foundation of high fill area | |
| CN111827252A (en) | Dynamic compaction foundation reinforcing method capable of protecting adjacent building structures | |
| CN104818658B (en) | Road widening method for collapsible yellow earth foundation layer | |
| CN116876310A (en) | Urban road collapse prevention and treatment method | |
| CN112554167A (en) | Novel poured large-particle-size aggregate UHPC soft soil road foundation pile | |
| CN111910634A (en) | Karst geological impact pore-forming construction method | |
| CN102635044B (en) | Treating method of dynamic compacter for excavation roadbed | |
| CN219773024U (en) | Anti-sedimentation foundation for mountain airport soil and stone material filling area | |
| Fok et al. | Reinforced soil wall and approach embankment for Cliff Street overpass constructed on stabilized foundations | |
| Aye et al. | Diaphragm wall support deep-excavations for underground space in Bangkok subsoil | |
| CN111535106B (en) | Method for reducing melting, sedimentation and deformation of permafrost region highway during operation | |
| CN116876981A (en) | Karst geological pile foundation layering pore-forming method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |