WO2016021911A1 - 내진보강 및 품질관리가 가능한 c.g.s 공법 - Google Patents
내진보강 및 품질관리가 가능한 c.g.s 공법 Download PDFInfo
- Publication number
- WO2016021911A1 WO2016021911A1 PCT/KR2015/008137 KR2015008137W WO2016021911A1 WO 2016021911 A1 WO2016021911 A1 WO 2016021911A1 KR 2015008137 W KR2015008137 W KR 2015008137W WO 2016021911 A1 WO2016021911 A1 WO 2016021911A1
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- WO
- WIPO (PCT)
- Prior art keywords
- injection
- grout
- ground
- pressure
- depth
- Prior art date
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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
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/0021—Mortar
Definitions
- the present invention relates to a CGS method capable of seismic reinforcement and quality control, and more specifically, seismic reinforcement and quality control capable of forming a uniform grout column in the ground of an environment where a file is difficult to insert into the ground. It is about CGS method.
- the ground improvement method can be applied to reinforce the ground by injecting a non-flowing mortar-type injection material into the ground to form a column-shaped solidified body to compress and reinforce the surrounding ground.
- Compaction Grouting System is well known.
- This C.G.S process uses low flow material with slump value of 5cm or less, so that solids can be formed while leaving the place where the injection material is planned, and it can be worked in a narrow place such as a basement or a basement of an existing structure.
- the seismic reinforcement and quality control method according to the present invention can be inserted in the injection tube inserting step, the injection tube insertion step for inserting the injection tube prepared to inject the grout into the ground.
- a depth change step of changing a depth of an injection tube inserted into the ground include.
- the grout injection pressure of the injection step when the amount of change in the discharge pressure for each depth measured in the pressure measurement step is increased, the grout injection pressure of the injection step may be lower than that of the predetermined static pressure.
- the injection control step may increase the unit time for injecting the grout quantitatively in the injection step when the value of the change amount of the discharge pressure for each depth measured in the pressure measurement step is small.
- the grout may be injected with the setting adjusted in the injection control step.
- the injection step may be set such that the injection amount per unit time set when the grout is injected is 50 times or less than the ground permeability coefficient of the ground into which the grout is injected.
- the C.G.S method capable of seismic reinforcement and quality control it is possible to form a grout column of a uniform shape inside the ground of the environment difficult to insert the file into the ground.
- 1 is a view showing a state in which the grout pillar is formed by using the C.G.S method in the soil uniform soil.
- FIG. 2 is a graph showing the ratio of grout discharge pressure for each depth and the injection amount per unit time of grout shown in the case of FIG. 1.
- 3 is a view showing a state in which the grout column is formed by using the C.G.S method inside the ground where the upper and lower soils are different.
- FIG. 4 is a graph illustrating a ratio of grout discharge pressure for each depth appearing in the case of FIG. 3 and an injection amount per unit time of grout.
- Figure 5 is a flow chart showing the performance of the C.G.S method capable of seismic reinforcement and quality control according to the present invention.
- FIG. 1 is a view showing a state in which the grout column is formed by using the CGS method in the soil with uniform soil
- FIG. 2 is a ratio of the grout discharge pressure and the injection amount per unit time of the grout shown in the case of FIG. Is a graph.
- Figure 3 is a view showing a state in which the grout column is formed by using the CGS method in the soil inside the upper and lower soil
- Figure 4 is a ratio of the grout discharge pressure and the injection amount per unit time of the grout shown in the case of FIG. Is a graph.
- the pillar formed of grout (G) can support the structure and the like by connecting the solid rock layer (B) and the ground inside the ground. It may be formed so as to penetrate through the soft ground (A).
- an injection tube (T) for injecting grout (G) into the ground is inserted through the soft ground (A) to a deep depth (D2) reaching the rock layer (B), and then the grout (G) is inserted.
- the CGS method capable of seismic reinforcement and quality control according to the present invention will be described based on this method.
- the grout (G) is injected into the ground, the grout (G) is injected at a predetermined positive pressure by a predetermined amount per unit time, and when a predetermined amount of injection is completed, the injection pipe (T) is raised at predetermined intervals. Can be injected again.
- the grout G may have a similar amount and shape for each depth to be injected.
- the grout (G) pillar is formed so that the solidified grout (G) may serve as a pillar.
- the injection amount per unit time in which the grout (G) is injected in the process of performing the entire process may be the same.
- the injection pressure for injecting the grout (G) is the same, the discharge pressure of the grout (G) discharged through the injection pipe (T) is a low depth (D1) at a deep depth (D2) of the injection depth of the grout (G) It can be lowered in proportion to the distance traveled by.
- FIG. 3 the soil state in the ground is divided into upper and lower parts, and simplified. The principle of the present invention will be described based on this case.
- the injection tube T is raised while injecting the grout G through the CGS method.
- the grout (G) may be injected in the order from the lower layer (A2) to the upper layer (A1) of the ground.
- the discharge pressure of the grout (G) injected into the ground is lowered in proportion to the change of the injection depth, if the injection in the relatively densely formed upper layer (A1) section is discharged of the grout (G)
- the pressure can be relatively low.
- the density of the grout (G) itself in the column formed by the injection of the grout (G) is different by depth of injection may not properly support the force transmitted from the ground, the pressure of the grout (G) during the construction process Due to this, ground breaking may occur.
- the grout (G) may be injected in the order from the lower layer (A2) to the upper layer (A1) of the ground.
- the discharge pressure lowered in proportion to the change of the injection depth of the grout (G) can be relatively low while being injected into the upper layer (A1) section formed relatively relatively.
- the shape of the whole grout G pillar is formed to spread to one side, thereby preventing the formation of a stable pillar shape, and thus it may not properly support the force transmitted from the ground.
- the grout (G) discharge pressure (V2) for each injection depth shown in the overall injection process can be viewed through a graph showing a value obtained by dividing the injection amount (Vs) per unit time of the grout (G). have.
- the graph that appears when the soil state in the ground is uniform throughout can expect the shape of C1, but the soil state of the upper layer (A1) in the process of injecting grout (G) from the deep depth (D2) to the low depth (D1)
- the graph form of C2 may be represented, and when the soil state of the upper layer A1 becomes relatively loose, it may represent the graph form of C3.
- Figure 5 is a flow chart showing the performance of the C.G.S method capable of seismic reinforcement and quality control according to the present invention.
- injection tube insertion step (S100), injection step (S200), pressure measurement step (S300), injection It may include an adjustment step (S400) and the depth change step (S500).
- Injection tube insertion step (S100) is a step of inserting the injection tube (T) provided to inject the grout (G) into the ground into the ground, formed using a CGS method capable of seismic reinforcement and quality control according to the present invention
- the injection grout (G) column can be inserted into the injection tube (T) to a depth that can sufficiently support the force transmitted from the ground.
- the injection tube insertion step (S100) may further include a drilling process for drilling the ground in advance in order to secure a space for inserting the injection tube (T).
- the injection step (S200) is a step of injecting the grout (G) into the ground through the injection pipe (T) inserted in the above-described injection pipe insertion step (S100), in the present embodiment to grout (G)
- injection is carried out at a predetermined constant injection pressure, quantitatively per unit time.
- the ground permeability coefficient for each depth is measured by taking a sample of the ground in advance, and when the grout (G) is injected in the injection step (S200), the injection amount per unit time is measured beforehand. It may be advantageous to determine by setting it to be no more than 50 times the ground permeability coefficient.
- the pressure measuring step (S300) is a step of measuring the discharge pressure of the grout (G) injected in the above-mentioned injection step (S200), measuring the pressure at the position where the grout (G) is injected into the ground or Alternatively, the pressure of the discharge portion of the grout G can be measured at the rear end of the pump for supplying the grout G.
- the injection control step (S400) is a unit for injecting the grout (G) injection pressure and the grout (G) of the injection step (S200) in a quantitative manner according to the change amount value of the discharge pressure measurement value measured in the pressure measurement step (S300) described above. Adjusting at least one of the times.
- the depth change step (S500) is a step of changing the depth of the injection tube T is inserted into the ground after the injection of the grout (G) is completed.
- the grout G may be injected at each depth by repeating the injection step S200 to form a grout G pillar in the ground.
- the injection step (S200) which is repeated at this time is the grout (G) injection settings changed from the injection control step (S400) prior to the above-described depth changing step (S500). It may be advantageous to inject.
- the discharge pressure of the grout (G) measured in the pressure measuring step (S300) may be changed in proportion to the depth of injection depth of the grout (G).
- the value of the discharge pressure change amount of the grout G measured in the pressure measuring step S300 is changed, it may be determined that the soil state of the ground into which the grout G is injected is not uniform for each depth.
- the change amount of the grout (G) discharge pressure becomes large, it may mean that the soil of the depth injecting the grout (G) is denser than the soil of the depth in which the grout (G) has been previously injected.
- the ground may be crushed by injecting the grout G by force, and thus, a method of lowering the injection pressure of injecting the grout G into the ground may lower the discharge pressure of the grout G.
- the value of the change amount of the grout (G) discharge pressure decreases, it may mean that the soil of the depth to which the grout (G) is currently injected is more loose than that of the depth to which the grout (G) is previously injected. .
- the grout (G) is injected as the original setting, the grout (G) spreads and the shape of the entire grout (G) column may be disturbed. It can be used to adjust the method.
- the grout (G) can be cured for a relatively long time to form a more uniform form of the grout (G) pillar, which effectively supports the force applied from the ground.
- voids are formed in the ground or uniform grout (G) pillars can be formed in a section in which water flows.
- the above-described process of adjusting the grout (G) injection setting may be performed, and again, the change amount of the grout (G) discharge pressure may be measured to determine whether the value is changed and the next process may be performed.
- the state inside the ground into which the grout G is injected can be confirmed in real time, and the injection conditions of the grout G can be optimized accordingly.
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
Description
Claims (5)
- 지반의 내부로 그라우트를 주입하도록 마련된 주입관을 지반으로 삽입하는 주입관삽입단계;상기 주입관삽입단계에서 삽입된 주입관을 통하여 상기 지반의 내부로 상기 그라우트를 단위시간당 정량씩 기설정된 정압의 주입압으로 주입하는 주입단계;상기 주입단계에서 주입되는 상기 그라우트의 토출 압력인 토출압을 측정하는 압력측정단계;상기 압력측정단계에서 측정된 상기 토출압 측정치의 변화에 따라 상기 주입단계의 상기 그라우트 주입압 및 상기 그라우트를 정량씩 주입하는 단위시간 중 적어도 하나 이상을 조절하는 주입조절단계; 및상기 그라우트의 주입이 완료된 후 상기 주입관이 상기 지반에 삽입된 심도를 변경하는 심도변경단계;를 포함하는 내진보강 및 품질관리가 가능한 C.G.S 공법.
- 제1항에 있어서,상기 주입조절단계는,상기 압력측정단계에서 측정되는 심도별 상기 토출압의 변화량 값이 커질 때, 상기 주입단계의 상기 그라우트 주입압을 상기 기설정된 정압에 비하여 낮게 조절하는 내진보강 및 품질관리가 가능한 C.G.S 공법.
- 제1항에 있어서,상기 주입조절단계는,상기 압력측정단계에서 측정되는 심도별 상기 토출압의 변화량 값이 작아질 때, 상기 주입단계의 상기 그라우트를 정량씩 주입하는 단위시간을 늘리는 내진보강 및 품질관리가 가능한 C.G.S 공법.
- 제1항에 있어서,상기 주입단계는,상기 심도변경단계 이후에 다시 주입단계를 수행할 때, 상기 주입조절단계에서 조절된 설정으로 상기 그라우트를 주입하는 내진보강 및 품질관리가 가능한 C.G.S 공법.
- 제1항에 있어서,상기 주입단계는,상기 그라우트를 주입할 때 설정되는 단위시간당 주입량이, 상기 그라우트가 주입되는 지반의 지반투수계수의 50배 이하가 되도록 설정되는 내진보강 및 품질관리가 가능한 C.G.S 공법.
Priority Applications (5)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
SG11201700363SA SG11201700363SA (en) | 2014-08-05 | 2015-08-04 | C.g.s construction method capable of seismic retrofit and quality control |
US15/328,980 US10119236B2 (en) | 2014-08-05 | 2015-08-04 | Compaction grouting system construction method capable of seismic reinforcement and quality control |
JP2017525497A JP6431193B2 (ja) | 2014-08-05 | 2015-08-04 | 耐震補強及び品質管理が可能なc.g.s工法 |
CN201580041309.8A CN107002377A (zh) | 2014-08-05 | 2015-08-04 | 能够实现抗震加固和质量管理的c.g.s施工方法 |
PH12016501288A PH12016501288A1 (en) | 2014-08-05 | 2016-06-29 | C.g.s construction method capable of seismic retrofit and quality control |
Applications Claiming Priority (2)
Application Number | Priority Date | Filing Date | Title |
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KR1020140100396A KR101538112B1 (ko) | 2014-08-05 | 2014-08-05 | 내진보강 및 품질관리가 가능한 c.g.s 공법 |
KR10-2014-0100396 | 2014-08-05 |
Publications (1)
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WO2016021911A1 true WO2016021911A1 (ko) | 2016-02-11 |
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PCT/KR2015/008137 WO2016021911A1 (ko) | 2014-08-05 | 2015-08-04 | 내진보강 및 품질관리가 가능한 c.g.s 공법 |
Country Status (7)
Country | Link |
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US (1) | US10119236B2 (ko) |
JP (1) | JP6431193B2 (ko) |
KR (1) | KR101538112B1 (ko) |
CN (1) | CN107002377A (ko) |
PH (1) | PH12016501288A1 (ko) |
SG (1) | SG11201700363SA (ko) |
WO (1) | WO2016021911A1 (ko) |
Families Citing this family (2)
Publication number | Priority date | Publication date | Assignee | Title |
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US10472790B2 (en) * | 2015-08-06 | 2019-11-12 | Nitto Technology Group Inc. | Jet grouting method, ground improvement body, and ground improvement structure |
KR102041517B1 (ko) * | 2019-04-05 | 2019-11-06 | 주식회사 한국지오텍 | X-rag 알고리즘을 이용한 그라우팅 방법 |
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JP2743232B2 (ja) * | 1992-08-18 | 1998-04-22 | 株式会社日東テクノ・グループ | 地盤改善方法 |
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-
2014
- 2014-08-05 KR KR1020140100396A patent/KR101538112B1/ko active IP Right Grant
-
2015
- 2015-08-04 CN CN201580041309.8A patent/CN107002377A/zh active Pending
- 2015-08-04 US US15/328,980 patent/US10119236B2/en active Active
- 2015-08-04 JP JP2017525497A patent/JP6431193B2/ja active Active
- 2015-08-04 WO PCT/KR2015/008137 patent/WO2016021911A1/ko active Application Filing
- 2015-08-04 SG SG11201700363SA patent/SG11201700363SA/en unknown
-
2016
- 2016-06-29 PH PH12016501288A patent/PH12016501288A1/en unknown
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KR100209247B1 (ko) * | 1995-03-31 | 1999-07-15 | 정재무 | 콤팩션 그라우팅을 이용한 지중 기초 구축공법 |
KR100399532B1 (ko) * | 1999-02-19 | 2003-09-26 | 양형칠 | 약액주입공법 |
JP2010156172A (ja) * | 2008-12-30 | 2010-07-15 | Kyokado Eng Co Ltd | 注入管装置、および地盤注入工法 |
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Also Published As
Publication number | Publication date |
---|---|
JP2017522478A (ja) | 2017-08-10 |
JP6431193B2 (ja) | 2018-11-28 |
CN107002377A (zh) | 2017-08-01 |
US10119236B2 (en) | 2018-11-06 |
PH12016501288B1 (en) | 2016-08-15 |
SG11201700363SA (en) | 2017-03-30 |
PH12016501288A1 (en) | 2016-08-15 |
KR101538112B1 (ko) | 2015-07-22 |
US20170226712A1 (en) | 2017-08-10 |
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