CN108824410B - Deep liquefaction shallow treatment method applied to liquefiable sandy soil foundation - Google Patents
Deep liquefaction shallow treatment method applied to liquefiable sandy soil foundation Download PDFInfo
- Publication number
- CN108824410B CN108824410B CN201810698517.0A CN201810698517A CN108824410B CN 108824410 B CN108824410 B CN 108824410B CN 201810698517 A CN201810698517 A CN 201810698517A CN 108824410 B CN108824410 B CN 108824410B
- Authority
- CN
- China
- Prior art keywords
- sandy soil
- liquefaction
- treatment
- foundation
- depth
- 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.)
- Active
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
Abstract
The invention discloses a deep liquefaction shallow treatment method applied to a liquefiable sandy soil foundation. It comprises the following steps: theoretical analysis; determining the liquefaction treatment critical treatment depth of the sandy soil foundation; determining the actual treatment depth of the liquefaction treatment of the sandy soil foundation; determining a basic outside processing width critical value; determining the actual processing width outside the foundation; and determining a sandy soil liquefaction processing area according to the actual processing depth and the actual processing width. The invention has the advantages of greatly reducing the construction cost of foundation treatment, reducing the construction difficulty and shortening the construction period.
Description
Technical Field
The invention relates to the technical field of hydraulic and hydroelectric engineering and geotechnical engineering, in particular to a deep liquefaction and shallow treatment method applied to a liquefiable sandy soil foundation.
Background
With the continuous and rapid development of economy in China, in recent years, before the scale of infrastructure construction in coastal regions in China, in order to solve the problems of engineering land use such as ports and docks, buildings, roads, transportation and the like, in recent years, a large number of land reclamation projects are carried out in regions such as Tianjin, Wenzhou, Lianhong harbor, mansion, Guangzhou Nansha, Shenzhen salt pan and the like.
In most of the projects, materials such as waste silt, fine silt, silt and the like are hydraulically filled on the silted mud flat, and then foundation reinforcement treatment is carried out; as the project amount of land reclamation in China reaches the unprecedented scale, the increasing shortage of hydraulic reclamation resources is caused, particularly the medium coarse sand with better seismic liquefaction faces the situation that no sand is available in many places, and more projects adopt local richer silt and fine sand, such as Tianjin hongkong, Caifen county and the like. The problem of liquefaction is the engineering characteristic of the hydraulic filling material which has the greatest influence on the engineering, and in addition, deep silt layers, sand layers, silt layers and clay layers are generally and widely distributed below the hydraulic filling soil in coastal areas, the problems of liquefaction of the hydraulic filling and the original saturated silt and silt under the action of earthquakes are a worldwide problem, and particularly, after the construction is completed, the superstructure is in operation.
Under the action of horizontal vibration generated by earthquake, the positions among soil bodies are adjusted to be dense, and pore water is forced to be removed when the soil bodies become dense. If under the action of rapid periodic dynamic load, if the water permeability of the soil body is poor and the drainage is not smooth, the drainage of the previous period is not finished, the drainage of the later period is needed again, the water to be drained is not ready to be drained, and the water is not compressible, so that the excess pore water pressure is generated, and the shear strength of the sandy soil is greatly reduced. Along with the continuation of the vibration time, the pressure of the excess pore water is continuously accumulated and superposed to increase, and finally the shear strength of the soil body is completely lost, which is called liquefaction.
The phenomenon of sandy soil liquefaction, a major form of earthquake disaster, often causes uneven settlement of the building foundation and structural damage, such as: the method is characterized in that the method comprises the following steps of sand blasting and soil flowing, bank collapse, ground cracking and sinking, building cracking and collapse, wharf damage and the like, so that serious disasters and casualties are caused, and huge disasters are brought to human beings.
The liquefiable sandy soil foundation is treated by common methods such as sand compaction piles, cement mixing piles and the like, and aims to increase the compactness of sandy soil or change the action mode among sandy soil particles so as to achieve the aim of inhibiting liquefaction.
At present, the treatment principle of the liquefiable sandy soil foundation of an important building is to treat sandy soil in the whole liquefiable depth range and enter a non-liquefied soil layer under the sandy soil layer for a certain depth, so that the liquefiable sandy soil foundation has the defects of high construction cost, high construction difficulty, long construction period and the like particularly under the condition of a thick liquefiable sand layer.
Disclosure of Invention
The invention aims to provide a deep liquefaction shallow treatment method applied to a liquefiable sandy soil foundation, which is used for treating liquefiable sandy soil in a certain range of a shallow part to convert the liquefiable sandy soil into non-liquefiable sandy soil and simultaneously achieving the purpose of inhibiting the liquefiable sandy soil at the lower part from liquefying in the earthquake; the construction cost of foundation treatment is greatly reduced, the construction difficulty is reduced, and the construction period is shortened.
In order to achieve the purpose, the technical scheme of the invention is as follows: the deep liquefaction shallow treatment method applied to the liquefiable sandy soil foundation is characterized by comprising the following steps of: the method comprises the following steps:
step 1: theoretical analysis;
step 2: determining the liquefaction treatment critical treatment depth of the sandy soil foundation;
and step 3: determining the actual treatment depth of the liquefaction treatment of the sandy soil foundation;
and 4, step 4: determining a basic outside processing width critical value;
and 5: determining the actual processing width outside the foundation;
step 6: and determining a sandy soil liquefaction processing area according to the actual processing depth and the actual processing width.
In the technical scheme, in the step 1, the main factors influencing the earthquake liquefaction of the liquefiable sandy soil comprise earthquake force, sandy soil density and effective stress generated by overlying load; the theoretical analysis is to analyze the relation among the earthquake force, the density of the sand and the effective stress generated by the overlying load when the sand is liquefied under the action of the earthquake force by using a numerical method; in general, the seismic force required to liquefy the sand increases with the density and effective stress of the sand, and is expressed by the following formula:
E＝f(r,σ′)
in the formula: e-the sandy soil generates seismic force, KN, required by liquefaction;
r-sand density, KN/m3；
σ' -effective stress, kPa.
In the technical scheme, in the step 2, the critical value of the sand treatment depth is the minimum treatment depth of the upper sand when the vibration stress of the lower sand under the action of the seismic force is just offset with the effective stress of the overlying treated sand layer, and the critical depths of different sands treated under the action of different seismic forces are different; according to the building earthquake-resistant design specification, the sand treatment depth critical value is calculated by the following formula;
h*＝d0+db-2
in the formula, h*-a liquefiable sandy soil treatment depth threshold value, m;
db-base embedment depth, m; taking 2m when the distance is not more than 2 m;
d0-a characteristic depth of liquefiable sand, m.
In the technical scheme, in the step 3, the actual processing depth of liquefaction processing of the liquefiable sandy soil foundation is determined according to the critical depth multiplied by a certain safety factor, and the safety factor is determined according to the earthquake magnitude and the building importance level; calculating the actual treatment depth of the liquefied sandy soil according to the following formula:
h＝f×h*
in the formula, h-the actual treatment depth of liquefiable sandy soil, m;
h*-a liquefiable sandy soil treatment depth threshold value, m;
f-safety factor.
In the technical scheme, in the step 4, the first liquefaction area outside the foundation has certain influence on the non-liquefaction sand layer right below the foundation, so that the non-liquefaction sand layer right below the foundation loses lateral soil pressure and is unstable, and the building is damaged; therefore, the processing width outside the foundation needs to be determined;
determining a critical value of the outside treatment width of the foundation according to the thickness of the liquefiable sand layer; the base outside processing width threshold is calculated as follows:
L*＝h0×ctg(45°+φ0/2)+h×ctg(45°+φ/2)
in the formula, L*-a process width threshold, m;
h0-lower untreated liquefiable sand layer thickness, m;
h-liquefiable sandy soil treatment depth, m;
phi-the internal friction angle of the sand after treatment and degree;
φ0-natural sandy soil internal friction angle, °.
In the technical scheme, in the step 5, the actual processing width is determined according to the processing width critical value multiplied by a certain safety factor, and the safety factor is determined according to the earthquake magnitude and the building importance level;
the actual processing width is calculated as follows:
L＝f×L*
wherein, L-actual processing width, m;
L*-a process width threshold, m;
f-safety factor.
The invention has the following advantages:
(1) the invention treats liquefiable sandy soil in a certain range of a shallow part, converts the liquefiable sandy soil into non-liquefiable sandy soil, and simultaneously achieves the purpose of inhibiting the liquefiable sandy soil at the lower part from liquefying in the earthquake; the invention is applied to the treatment of the sandy soil liquefaction foundation, and the liquefiable sandy soil on the upper part is treated, so that the liquefiable property of all the liquefiable sandy soil is eliminated, and the aim of stabilizing the earthquake resistance of the foundation is fulfilled;
(2) the invention greatly reduces the construction cost of foundation treatment, reduces the construction difficulty and shortens the construction period;
(3) according to the invention, through professional theoretical research, a large number of simulation experiments and data collection are carried out by adopting a dynamic triaxial apparatus and a resonant column apparatus, and successful practical application is carried out by penetrating through a north bank open channel section of a yellow project in the central line of the north-south water diversion, so that good engineering benefits are obtained, and the method is worthy of application and popularization and further research.
Drawings
FIG. 1 is a schematic view of a liquefiable sandy soil foundation treatment structure of the invention.
In the figure, A represents a building; b represents the base outside process width; c represents the treatment depth; d represents the liquefaction depth of the sandy soil.
Detailed Description
The embodiments of the present invention will be described in detail with reference to the accompanying drawings, which are not intended to limit the present invention, but are merely exemplary. While the advantages of the invention will be clear and readily understood by the description.
With reference to the accompanying drawings: the deep liquefaction shallow treatment method applied to the liquefiable sandy soil foundation comprises the following steps:
step 1: theoretical analysis;
step 2: determining the liquefaction treatment critical treatment depth of the sandy soil foundation;
and step 3: determining the actual treatment depth of the liquefaction treatment of the sandy soil foundation;
and 4, step 4: determining a basic outside processing width critical value;
and 5: determining the actual processing width outside the foundation;
step 6: and determining a sandy soil liquefaction processing area according to the actual processing depth and the actual processing width.
In the step 1, the main factors influencing the earthquake liquefaction of the liquefiable sandy soil comprise earthquake force, sandy soil density and effective stress generated by overlying load; the theoretical analysis is to analyze the relation among the earthquake force, the density of the sand and the effective stress generated by the overlying load when the sand is liquefied under the action of the earthquake force by using a numerical method; in general, the seismic force (E) required to liquefy the sand increases with the density (r) and effective stress (σ') of the sand, and is expressed by the following formula:
E＝f(r,σ′)
in the formula: e-the sandy soil generates seismic force, KN, required by liquefaction;
r-sand density, KN/m3；
σ' -effective stress, kPa.
In the step 2, under the action of different seismic forces (seismic peak acceleration), the rising paths and the rising values of the pore water pressure of the sandy soil with different densities are different; for specific sandy soil, determining the change of pore water pressure during earthquake, and determining the critical value of the upper sandy soil treatment depth; the critical value of the sand treatment depth is the minimum treatment depth of the upper sand when the vibration stress of the lower sand under the action of seismic force is just counteracted with the effective stress of the overlying treated sand layer, and the critical depths of different sands treated under the action of different seismic forces are different; therefore, the critical value of the sand treatment depth is related to the properties of the sand, the seismic force action level, the treatment method and the physical and mechanical properties of the treated sand, and the critical value of the sand treatment depth is comprehensively determined according to the properties of the sand, the seismic force action level, the treatment method and the physical and mechanical properties of the treated sand; according to the building earthquake-resistant design specification, the sand treatment depth critical value is calculated by the following formula;
h*＝d0+db-2
in the formula, h*-a liquefiable sandy soil treatment depth threshold value, m;
db-base embedment depth, m; taking 2m when the distance is not more than 2 m;
d0-a characteristic depth of liquefiable sand, m;
determining the characteristic depth of the liquefied soil according to the seismic intensity of the engineering area, wherein the characteristic depth is shown in a table 1;
TABLE 1 liquefied soil characteristic depth (m)
In the step 3, the actual processing depth of the liquefaction of the liquefiable sandy soil foundation is determined according to the critical depth multiplied by a certain safety factor, and the safety factor is determined according to the earthquake magnitude and the building importance level; calculating the actual treatment depth of the liquefied sandy soil according to the following formula:
h＝f×h*
in the formula, h-the actual treatment depth of liquefiable sandy soil, m;
h*-a liquefiable sandy soil treatment depth threshold value, m;
f-safety factor.
In the step 4, the first liquefaction area outside the foundation has certain influence on the non-liquefaction sand layer right below the foundation, so that the non-liquefaction sand layer right below the foundation loses lateral soil pressure and is unstable, and the building is damaged; therefore, the processing width outside the foundation needs to be determined;
determining a critical value of the outside treatment width of the foundation according to the thickness of the liquefiable sand layer; the base outside processing width threshold is calculated as follows:
L*＝h0×ctg(45°+φ0/2)+h×ctg(45°+φ/2)
in the formula, L*-a process width threshold, m;
h0-lower untreated liquefiable sand layer thickness, m;
h-liquefiable sandy soil treatment depth, m;
phi-the internal friction angle of the sand after treatment and degree;
φ0-natural sandy soil internal friction angle, °.
Step 5, the actual processing width is determined by multiplying a processing width critical value by a certain safety factor, and the safety factor is determined according to the earthquake magnitude and the building importance level;
the actual processing width is calculated as follows:
L＝f×L*
wherein, L-actual processing width, m;
L*-a process width threshold, m;
f-safety factor.
In order to more clearly illustrate the advantages of the deep liquefaction and shallow treatment method applied to the liquefiable sandy soil foundation, compared with the existing liquefiable sandy soil treatment method, the two technical schemes are compared by workers, and the comparison result is shown in the following table 2:
TABLE 2 comparative results
As can be seen from the above table 2, compared with the conventional liquefiable sandy soil treatment method, the deep liquefaction and shallow treatment method applied to the liquefiable sandy soil foundation of the invention has the advantages of short construction period, low construction cost, low construction difficulty, less construction occupied area and guaranteed construction quality.
Fig. 1 is a schematic view of a liquefiable sandy soil foundation treatment structure of the invention, and it can be seen from fig. 1 that: the building A is positioned on liquefiable sandy soil, the processing width B and the processing depth C of the outer side of the foundation are calculated by adopting the method, and a sandy soil liquefaction processing area is determined, wherein the processing depth C of the liquefiable sandy soil calculated by adopting the method is smaller than the liquefaction depth D of the sandy soil; and determining that the volume of the sandy soil liquefaction treatment area is smaller than the sandy soil liquefaction volume.
And (3) verification: the method is successfully applied to the line crossing yellow engineering in the north-south water transfer, the depth of liquefiable sandy soil on the beach of the north and south banks of the yellow river is 8-12 m, and through calculation and analysis, under the condition that the seismic intensity is VII degrees, the liquefiable sand layer of 7m at the upper part can be processed to inhibit the liquefaction of the sandy soil below the liquefiable sand layer so as to convert the liquefiable sand layer into non-liquefied sandy soil; the design scheme reduces the project investment by more than 5000 ten thousand yuan and shortens the construction period by more than 2 months.
Other parts not described belong to the prior art.
Claims (3)
1. The deep liquefaction shallow treatment method applied to the liquefiable sandy soil foundation is characterized by comprising the following steps of: the method comprises the following steps:
step 1: theoretical analysis;
step 2: determining the liquefaction treatment critical treatment depth of the sandy soil foundation;
and step 3: determining the actual treatment depth of the liquefaction treatment of the sandy soil foundation;
and 4, step 4: determining a basic outside processing width critical value;
and 5: determining the actual processing width outside the foundation;
step 6: determining a sandy soil liquefaction processing area according to the actual processing depth and the actual processing width;
in the step 1, the main factors influencing the earthquake liquefaction of the liquefiable sandy soil comprise earthquake force, sandy soil density and effective stress generated by overlying load; the theoretical analysis is to analyze the relation among the earthquake force, the density of the sand and the effective stress generated by the overlying load when the sand is liquefied under the action of the earthquake force by using a numerical method; the seismic force required for liquefaction of the sandy soil increases with the increase of the density and the effective stress of the sandy soil, and the seismic force required for liquefaction of the sandy soil is represented by the following formula:
E＝f(r,σ′)
in the formula: e-the sandy soil generates seismic force, KN, required by liquefaction;
r-sand density, KN/m3；
σ' -effective stress, kPa;
in the step 2, the critical value of the sandy soil treatment depth is the minimum treatment depth of the upper sandy soil when the vibration stress of the lower sandy soil under the action of the seismic force is just counteracted with the effective stress of the overlying treated sand layer, and the critical depths of different sandy soils treated under the action of different seismic forces are different; according to the building earthquake-resistant design specification, the sand treatment depth critical value is calculated by the following formula;
h*＝d0+db-2
in the formula, h*-a liquefiable sandy soil treatment depth threshold value, m;
db-base embedment depth, m; taking 2m when the distance is not more than 2 m;
d0-a liquefiable sandy soil characteristic depth (m);
in the step 4, the first liquefaction area outside the foundation has certain influence on the non-liquefaction sand layer right below the foundation, so that the non-liquefaction sand layer right below the foundation loses lateral soil pressure and is unstable, and the building is damaged; therefore, the processing width outside the foundation needs to be determined;
determining a critical value of the outside treatment width of the foundation according to the thickness of the liquefiable sand layer; the base outside processing width threshold is calculated as follows:
L*＝h0·ctg(45°+φ0/2)+h·ctg(45°+φ/2)
in the formula, L*-a process width threshold, m;
h0-lower untreated liquefiable sand layer thickness, m;
h-liquefiable sandy soil treatment depth, m;
phi-the internal friction angle of the sand after treatment and degree;
φ0-natural sandy soil internal friction angle, °.
2. The deep liquefaction shallow treatment method applied to the liquefiable sandy soil foundation according to the claim 1, wherein the deep liquefaction shallow treatment method comprises the following steps: in the step 3, the actual processing depth of the liquefaction of the liquefiable sandy soil foundation is determined according to the critical depth multiplied by a certain safety factor, and the safety factor is determined according to the earthquake magnitude and the building importance level; calculating the actual treatment depth of the liquefied sandy soil according to the following formula:
h＝f×h*
in the formula, h-the actual treatment depth of liquefiable sandy soil, m;
h*-a liquefiable sandy soil treatment depth threshold value, m;
f-safety factor.
3. The deep liquefaction shallow treatment method applied to the liquefiable sandy soil foundation according to the claim 2, wherein the deep liquefaction shallow treatment method comprises the following steps: step 5, the actual processing width is determined by multiplying a processing width critical value by a certain safety factor, and the safety factor is determined according to the earthquake magnitude and the building importance level;
the actual processing width is calculated as follows:
L＝f·L*
wherein, L-actual processing width, m;
L*-a process width threshold, m;
f-safety factor.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810698517.0A CN108824410B (en) | 2018-06-29 | 2018-06-29 | Deep liquefaction shallow treatment method applied to liquefiable sandy soil foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810698517.0A CN108824410B (en) | 2018-06-29 | 2018-06-29 | Deep liquefaction shallow treatment method applied to liquefiable sandy soil foundation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108824410A CN108824410A (en) | 2018-11-16 |
| CN108824410B true CN108824410B (en) | 2020-09-22 |
Family
ID=64133967
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810698517.0A Active CN108824410B (en) | 2018-06-29 | 2018-06-29 | Deep liquefaction shallow treatment method applied to liquefiable sandy soil foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108824410B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114575328A (en) * | 2022-01-27 | 2022-06-03 | 中铁十八局集团有限公司 | Method for quickly eliminating liquefaction property of silt by using treatment fluid containing stone powder and fly ash |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11181755A (en) * | 1997-12-17 | 1999-07-06 | Ohbayashi Corp | Base isolation structure in soft ground |
| JP2011127417A (en) * | 2009-11-17 | 2011-06-30 | Port & Airport Research Institute | Liquefaction countermeasure structure |
| CN105912816A (en) * | 2016-05-05 | 2016-08-31 | 上海交通大学 | Dynamic compaction treatment based liquefaction computing method |
-
2018
- 2018-06-29 CN CN201810698517.0A patent/CN108824410B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11181755A (en) * | 1997-12-17 | 1999-07-06 | Ohbayashi Corp | Base isolation structure in soft ground |
| JP2011127417A (en) * | 2009-11-17 | 2011-06-30 | Port & Airport Research Institute | Liquefaction countermeasure structure |
| CN105912816A (en) * | 2016-05-05 | 2016-08-31 | 上海交通大学 | Dynamic compaction treatment based liquefaction computing method |
Non-Patent Citations (2)
| Title |
|---|
| 浅谈砂土和粉土液化的判别及相关的问题;曾飞舟;《今日科苑》;20080823(第16期);全文 * |
| 砂土地震液化及其工程影响;张顺斌等;《中国水运(下半月)》;20100115(第01期);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108824410A (en) | 2018-11-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102888834A (en) | Construction method of large-diameter crushed stone pile | |
| Shao et al. | An Analysis of Loess Tunnel Failure and Its Mechanism | |
| CN108824410B (en) | Deep liquefaction shallow treatment method applied to liquefiable sandy soil foundation | |
| CN102296591A (en) | Rapid drainage solidifying treatment method of soft soil foundation | |
| CN107700514B (en) | Processing method for selecting structural style of soft foundation | |
| CN106049413B (en) | A kind of composite power drain consolidation system and construction method applied to deep layer foundation in saturated soft soil | |
| Luan et al. | Characteristics of gravelly granite residual soil in bored pile design: An in situ test in Shenzhen | |
| CN113338315B (en) | Earth-rock cofferdam structure of silt soft soil foundation and construction method thereof | |
| CN112942304A (en) | Method for treating collapsible loess foundation by deep pre-soaking method combined with shallow compaction method | |
| Mokhtari et al. | Behavior of stone columns based on plate load test and FEM analysis on the north end of Persian gulf | |
| Tingting et al. | Numerical simulation on offshore artificial island cofferdam of Hong Kong-Zhuhai-Macao Bridge | |
| Lamiman et al. | Bearing capacity reduction of vibratory installed large diameter pipe piles | |
| Tang et al. | Groundwater engineering problem and Prevention | |
| Kareem et al. | Numerical analysis of soil strength improved by cement injection | |
| CN109024531A (en) | A kind of collapsible loess foundation construction treating methods | |
| Kit et al. | Reuse and Recycling of Clayey Soil in Pasir Panjang Terminal Phases 3 and 4 Project in Singapore. | |
| Li et al. | Case study of ground improvement to Qianhai reclamation area, Qianhai Bay, Shenzhen | |
| Waffelaert et al. | Foundation design of cryogenic tanks in Taiwan: Settlement computation by classic geotechnical and by Plaxis FEM method compared to the measurements obtained during hydrotests | |
| Kozliakova et al. | PROVIDING STABILITY OF ENGINEERING STRUCTURES IN CITIES WITHIN COVERED KARST AREAS | |
| Kasper et al. | Foundation of an immersed tunnel on marine clay improved by cement deep mixing and sand compaction piles | |
| López-Acosta et al. | Numerical Modeling and Performance of Two Test Embankments Based on Surcharge Preloading, PVDs and Vacuum: Drain-to-Drain and Airtight Membrane | |
| JPS63312412A (en) | Underwater compacting work | |
| Peter | Canal and River Levees | |
| Liang et al. | Innovative soft clay improvement technique using vacuum and dynamic compaction (HVDM) | |
| Hamidi et al. | GROUND IMPROVEMENT FOR CONCRETE TANKS BUILT ON RECLAIMED SAND |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 430010 No. 1863 Jiefang Avenue, Jiang'an District, Hubei, Wuhan Patentee after: Changjiang Geotechnical Engineering Co.,Ltd. Address before: 430010 No. 1863 Jiefang Avenue, Jiang'an District, Hubei, Wuhan Patentee before: CHANGJIANG GEOTECHNICAL ENGINEERING Corp. |
|
| CP01 | Change in the name or title of a patent holder |