WO2009120035A2 - 4-d 전기비저항 모니터링에 의한 지반보강 효과 판정 방법 - Google Patents
4-d 전기비저항 모니터링에 의한 지반보강 효과 판정 방법 Download PDFInfo
- Publication number
- WO2009120035A2 WO2009120035A2 PCT/KR2009/001570 KR2009001570W WO2009120035A2 WO 2009120035 A2 WO2009120035 A2 WO 2009120035A2 KR 2009001570 W KR2009001570 W KR 2009001570W WO 2009120035 A2 WO2009120035 A2 WO 2009120035A2
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- WIPO (PCT)
- Prior art keywords
- electrical resistivity
- ground reinforcement
- ground
- injection
- reinforcement
- Prior art date
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Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V3/00—Electric or magnetic prospecting or detecting; Measuring magnetic field characteristics of the earth, e.g. declination, deviation
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- 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
- E02D1/08—Investigation of foundation soil in situ after finishing the foundation structure
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- 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
- E02D1/02—Investigation of foundation soil in situ before construction work
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N27/00—Investigating or analysing materials by the use of electric, electrochemical, or magnetic means
Definitions
- the present invention relates to a method for determining the ground reinforcement effect by the 4-D electrical resistivity monitoring, and more particularly, to a method for determining the ground reinforcement effect of the underground cavity by the cement mortar grouting method by applying the 4-D electrical resistivity monitoring. It is about.
- the ground reinforcement of the limestone zone is designed and constructed to the extent that it is possible to secure the stability of existing facilities or structures to be newly constructed economically rather than the ground reinforcement of the entire joint.
- underground cavity filling method by cement mortar grouting is mostly applied in Korea.
- the present invention provides a new method that can effectively determine the ground reinforcement effect over the entire reinforcement area when the ground reinforcement to the underground cavity is made by the cement mortar grouting method. There is a purpose.
- the present invention provides a new method that can effectively determine the ground reinforcement effect over the entire reinforcement area when the ground reinforcement to the underground cavity is made by the cement mortar grouting method. There is a purpose.
- the ground reinforcement effect determination method by 4-D electrical resistivity monitoring of this invention for achieving the above-mentioned object is a method of determining the ground reinforcement effect of the underground cavity by the cement mortar grouting method; (a) installing a side line (Survey Line) to measure the electrical resistivity for a long time in the ground reinforcement area; (b) measuring the electrical resistivity of the reinforcement region before mortar injection using the side line, and performing a three-dimensional electrical resistivity inversion using the measurement result to image the three-dimensional electrical resistivity distribution of the reinforcement region; (c) Measuring the electrical resistivity of each specific state during or after mortar injection using the side line, and performing the 3D electrical resistivity inversion using the measurement result to image the 3D electrical resistivity distribution of the reinforcement region. Making; (d) calculating the change ratio for the electrical resistivity during or after the injection measured in step (c) based on the electrical resistivity before injection measured in step (b), and using this to three-dimensional And imaging the electrical resistivity distribution to determine the ground reinforcement effect.
- a side line
- the ground reinforcement effect determination by using the characteristic that the electrical resistivity of the reinforced mortar is lower than the electrical resistivity of the groundwater present in the limestone cavity to determine the reinforcement effect on the reinforcement area by comparing the electrical resistivity before and after reinforcement Characterized in that.
- the side line it is preferable to install the electrodes at a predetermined interval on the ground excavated to a predetermined depth from the surface, and to connect the electric wire to each electrode and grounded to the terminal board through a wire protection tube, It is preferable that the connection part is insulated and waterproofed with silicon.
- the ground reinforcement effect can be effectively determined over the entire reinforcement area at a low cost.
- FIG. 1 is a view showing the structure of the ground reinforcement effect determination method by 4-D electrical resistivity monitoring according to an embodiment of the present invention in comparison with the conventional method.
- FIG. 2 is a view showing an electrical resistivity measurement system according to an embodiment of the present invention.
- FIG. 3 is a view showing the electrical resistivity sideline installation area for the ground reinforcement effect determination.
- Figure 4 is a view showing the position of the cement mortar injection hole for the ground reinforcement road extension section.
- 5 is a view showing the cement mortar injection amount display of the grouting injection hole.
- FIG. 6 and FIG. 7 are electrical resistivity distribution charts of data obtained by measuring the electrical resistivity monitoring sideline 6 by 4-D inversion.
- 8 to 11 is a view showing the electrical resistivity change ratio of each step obtained based on phase 1 before the cement mortar injection to the side line 6 most affected by the cement mortar injection.
- 12 and 13 are diagrams showing the electrical resistivity change ratios of the respective stages obtained based on Phase 1 before cement mortar injection in the sideline 4 which was hardly affected by the cement mortar injection.
- the present invention has developed a new technique for determining the ground reinforcement effect as a change ratio of the electrical resistivity by measuring the electrical resistivity before and after the reinforcement for the reinforcement region.
- the ground reinforcement effect determination method of the present invention is performed by the following method.
- a side line for measuring long-term electrical resistivity is installed in the ground reinforcement region (S10).
- the electrical resistivity of the reinforcement region before injection of mortar is measured using the side line, and the 3D electrical resistivity inversion is performed by using the measurement result to image the 3D electrical resistivity distribution of the reinforcement region (S20). .
- the electrical resistivity is measured for each specific state during or after mortar injection using the side line, and the 3D electrical resistivity inversion is performed using the measurement result to image the 3D electrical resistivity distribution of the reinforcement region. (S30).
- Cement mortar may have different electrical resistivity depending on the composition of the mixing ratio, but the electrical resistivity of mortar is lower than 10 ohm-m than groundwater filled in the limestone cavity. Imaging the lowered portion enables three-dimensional determination of the ground reinforcement effect of cement mortar.
- the electrical resistivity change ratio before and after the reinforcement is divided by the electrical resistivity after the reinforcement based on the electrical resistivity before the reinforcement.
- the ratio is lower than 1
- the electrical resistivity after the injection is lower than the electrical resistivity before the injection. It can be judged by the influence, it is possible to find the reinforcement state by the mortar of the area.
- the side line for measuring the electrical resistivity is installed on the bottom excavated to a predetermined depth from the surface of the electrode at regular intervals, connecting the wires to each of the electrodes to ground the terminal board through a wire protection tube It is preferable. In the actual system installation, it was excavated at a depth of 30 cm from the ground, and electrodes were installed at the bottom of each of them at 5 m intervals, and wires were connected to each electrode and grounded to the terminal board through a wire protection tube. In order to prevent corrosion by air and water, electrodes and wires are insulated and waterproofed with silicon and filled with excavated soil after all electrodes are installed.
- the experimental area has a history of ground subsidence in the past, and limestone silicate is a bedrock and is covered with the fourth alluvial sedimentary layer including paddy soil.
- the area is developed over a large area at various depths with relatively small cavities formed by calcifying limestone rocks due to the action of groundwater flowing along fault fault zones. It has structural features.
- Lime silicate rock cavities distributed in the experimental area consisted of a network structure and widely distributed according to the existing survey results.
- a well for agricultural water has been developed near the experimental area, and groundwater is pumped and used for water supply of crops. During the farming season, much of the agricultural water in this area depends on the groundwater, and the groundwater level filled in the underground cavity is lowered due to the excessive pumping of groundwater.
- the underground cavity is distributed from the surface to the depth of 18 m, which is consistent with the low resistivity band of the 3D electrical resistivity image.
- the electrical resistivity monitoring system installed 9 side lines around the road extension section where the underground cavity of lime silicate rock was most developed, and specially manufactured electrodes and wires for long-term monitoring.
- 3 shows the electrical resistivity sidelines provided around the ground reinforcement region. 3 to 5, the abscissa and the ordinate represent TM coordinates.
- the electrical resistivity side lines were installed with nine side lines in the northeast-southwest direction, the electrode spacing was 5 m and the side spacing was 5 m and 10 m around the road extension section.
- the sidelines 4, 5, and 6 were buried in the ground and excavated to a depth of 30 cm to monitor long-term electrical resistivity, and electrodes were installed at the bottom of each electrode at 5 m intervals.
- the terminal board was grounded through a wire shield.
- the electrodes and wires were insulated and waterproofed with silicon to prevent corrosion by air and water. After all the electrodes were installed, they were backfilled with excavated soil.
- the side line marked the starting point and the end point of the side line on the rice paddy and installed the side line when there was no crop to monitor the electrical resistivity.
- the electrical resistivity measurement time was measured before cement mortar injection for ground reinforcement, and the electrical resistivity was repeatedly measured several times during and after cement mortar injection.
- the electrode array used for the measurement was a dipole-dipole electrode and a modify pole-pole electrode array. Before measuring the electrical resistivity, check the ground resistance of the electrode and the ground to check the disconnection and ground state. ) And the electrode array were used to measure the electrical resistivity of each sideline.
- Drilling surveys and electrical resistivity surveys were carried out to reinforce the roadway where the limestone cavity was developed with cement mortar injection.
- many underground cavities exist irregularly around the electrical resistivity monitoring sideline 6, and it was determined that underground cavities were distributed in the sideline 7, 8 direction to determine the location of the cement mortar injection hole as shown in FIG.
- the location of the hole is concentrated around the edge of the road, near the electrical resistivity monitoring side line 6, where limestone cavities were found in the drilling survey, and the hole is located on the rice paddy ground with side lines 7 and 8.
- Figure 5 shows the injection amount of cement mortar in the grouting injection hole.
- the overall injection volume showed a large injection volume in the borehole where the limestone cavity was found, and the injection material flowed in a wide range because the limestone cavity was developed into a network structure.
- the applicability of the ground reinforcement effect determination was examined by acquiring and analyzing the data several times from the electrical resistivity measurement line installed around the road extension section.
- FIG. 6 and 7 illustrate the results obtained by analyzing the data obtained in the electrical resistivity monitoring sideline No. 6 with 4-D inversion.
- the vertical axis and the horizontal axis represent distances (unit: m), the same electrical resistivity (unit: ohm-m) is connected by a line, and the numbers written on the same electrical resistivity line represent electrical resistivity.
- Side line 6 is the side line installed at the edge of the extension road and is thought to be the most affected by the cement mortar injection by ground reinforcement.
- 6 is an electrical resistivity distribution diagram of phase 1 before cement mortar injection
- FIG. 7 is an electrical resistivity distribution diagram of phase 6 after cement mortar injection.
- phase 1 and phase 6 are almost similar, it can be seen that the low resistivity distribution region of 20 ohm-m or less of phase 6 is wider than that of phase 1. It is believed that this cause is caused by the injection of cement mortar as a grout material.
- phase 6 the surface of the asphalt pavement was bent by cement mortar injection, which can be proved from the ratio of change of resistivity.
- FIG. 12 and 13 show the electrical resistivity change ratios of Phases 2 and 4 with respect to Phase 1 before cement mortar injection for the electrical resistivity monitoring sideline 4 installed at the edge of the extended road. 12 and 13 show the electrical resistivity change ratios of phases 2 and 4, respectively.
- FIG. 12 is a step in which grouting is started, and there is almost no change in electrical resistivity compared to Phase 1.
- FIG. 13 shows the ratio of change in resistivity of phase 4, but it seems that there is almost no change in resistivity. For this reason, Sideline 4 did not appear to have found limestone cavities in the drilling and no cement mortar was injected.
- FIG. 14 illustrates an electrical resistivity image having a depth of 15 m among three-dimensional inverse analysis results of phase 1
- FIG. 15 illustrates an electrical resistivity image having a depth of 15 m of phase 7.
- FIG. 16 is a simple division of phase 7 based on phase 1, where a blue-based color is distributed in an area where electrical resistivity is lower after injection than before injection. From this result, the flow direction and distribution of cement mortar injection material can be grasped spatially.
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- Analytical Chemistry (AREA)
- Soil Sciences (AREA)
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
Description
모니터링 Phase | 획득일자 | 그라우팅 주입 조건 |
Phase 1 | 04 Feb. 2006 | Pre-grouting |
Phase 2 | 17 Feb. 2006 | Start of grouting |
Phase 3 | 07 Mar. 2006 | During injection |
Phase 4 | 04 Apr. 2006 | During injection |
Phase 5 | 05 May 2006 | Post-grouting |
Phase 6 | 07 Jul. 2006 | Post-grouting |
Phase 7 | 15 May 2007 | Post-grouting |
Claims (4)
- 시멘트 모르타르 그라우팅 공법에 의한 지하공동의 지반보강 효과를 판정하는 방법으로서;(a) 지반보강 영역에 장기간 전기비저항을 측정할 수 있는 측선(Survey Line)을 설치하는 단계;(b) 상기 측선을 이용하여 모르타르 주입 전 보강 영역에 대한 전기비저항을 측정하고, 그 측정 결과를 이용하여 3차원 전기비저항 역산을 수행하여 보강영역에 대한 3차원 전기 비저항 분포를 영상화하는 단계;(c) 상기 측선을 이용하여 모르타르 주입 도중 또는 모르타르 주입 후 각 특정 상태별로 전기 비저항을 측정하고, 그 측정 결과를 이용하여 3차원 전기 비저항 역산을 수행하여 보강영역에 대한 3차원 전기비저항 분포를 영상화하는 단계;(d) 상기 (b) 단계에서 측정된 주입 전 전기비저항을 기준으로 상기 (c) 단계에서 측정된 주입 도중 또는 주입 후 전기비저항에 대한 변화비를 산출하고, 이를 이용하여 보강영역에 대한 3차원 전기비저항 분포를 영상화하여 지반보강 효과를 판정하는 단계;를 포함하여 이루어지는 4-D 전기비저항 모니터링에 의한 지반보강 효과 판정 방법.
- 청구항 1에 있어서;상기 측선은,지표로부터 일정 깊이로 굴착한 바닥에 전극을 일정 간격으로 설치하고, 상기 각 전극에 전선을 연결하여 전선보호관을 통하여 터미널 보드에 접지시키는 것을 특징으로 하는 4-D 전기비저항 모니터링에 의한 지반보강 효과 판정 방법.
- 청구항 2에 있어서;상기 전극과 상기 전선의 연결부는,실리콘으로 절연 및 방수 처리하는 것을 특징으로 하는 4-D 전기비저항 모니터링에 의한 지반보강 효과 판정 방법.
- 청구항 1에 있어서;상기 지반보강 효과 판정은,보강된 모르타르의 전기비저항이 석회암 공동에 존재하는 지하수의 전기비저항 보다 낮다는 특성을 이용하여 보강 전 및 보강 후의 전기비저항을 비교함으로써 보강영역에 대한 보강효과를 판정하는 것을 특징으로 하는 4-D 전기비저항 모니터링에 의한 지반보강 효과 판정 방법.
Priority Applications (2)
Application Number | Priority Date | Filing Date | Title |
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JP2010508320A JP4876185B2 (ja) | 2008-03-28 | 2009-03-27 | 4−d電気比抵抗モニタリングによる地盤補強効果判定方法 |
US12/518,024 US8217668B2 (en) | 2008-03-28 | 2009-03-27 | Method for evaluation of the ground reinforcement effect using 4-D electrical resistivity monitoring |
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KR1020080028758A KR100939654B1 (ko) | 2008-03-28 | 2008-03-28 | 4-d 전기비저항 모니터링에 의한 지반보강 효과 판정 방법 |
KR10-2008-0028758 | 2008-03-28 |
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WO2009120035A2 true WO2009120035A2 (ko) | 2009-10-01 |
WO2009120035A3 WO2009120035A3 (ko) | 2009-11-19 |
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PCT/KR2009/001570 WO2009120035A2 (ko) | 2008-03-28 | 2009-03-27 | 4-d 전기비저항 모니터링에 의한 지반보강 효과 판정 방법 |
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US (1) | US8217668B2 (ko) |
JP (1) | JP4876185B2 (ko) |
KR (1) | KR100939654B1 (ko) |
WO (1) | WO2009120035A2 (ko) |
Cited By (1)
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Families Citing this family (16)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
EP2309259A1 (en) * | 2009-10-12 | 2011-04-13 | Services Pétroliers Schlumberger | Methods and apparatus for monitoring cement sheath degradation related to CO2 exposure |
KR101146152B1 (ko) * | 2010-04-27 | 2012-05-17 | 한국과학기술원 | 터널 전기비저항 탐사 방법 및 그 장치 |
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CN115728190A (zh) * | 2022-11-29 | 2023-03-03 | 鲁东大学 | 基于三维成像技术的注浆锚杆索浆液扩散效果评价方法 |
Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
SU692933A1 (ru) * | 1977-08-09 | 1979-10-25 | Военный Инженерный Краснознаменный Институт Им.А.Ф.Можайского | Способ электрохимического укреплени грунта |
EP0581686A1 (fr) * | 1992-07-31 | 1994-02-02 | Eugesol | Procédé et dispositif de sondage et de contrôle d'un volume de sous-sol |
Family Cites Families (15)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US3319158A (en) * | 1964-07-09 | 1967-05-09 | Halliburton Co | Method of tracing grout in earth formations by measuring potential differences in the earth before and after introduction of the grout |
JPS54136710A (en) * | 1978-04-17 | 1979-10-24 | Eizaburou Yoshizumi | Injection condition investigation method of grout |
US4296379A (en) * | 1977-08-25 | 1981-10-20 | Eizaburo Yoshizumi | Ground prospecting method utilizing electrical resistivity measurements for measuring the resistivity of unit blocks of the ground |
SU948345A1 (ru) * | 1978-05-24 | 1982-08-07 | Всесоюзный Научно-Исследовательский Институт Комплексной Автоматизации Мелиоративных Систем Всесоюзного Научно-Производственного Объединения "Союзводавтоматика" | Устройство дл дождевани растений |
US4875015A (en) * | 1987-07-20 | 1989-10-17 | University Of Utah Research Institute | Multi-array borehole resistivity and induced polarization method with mathematical inversion of redundant data |
JP3322462B2 (ja) * | 1993-10-25 | 2002-09-09 | 郁男 荒井 | ボアホールレーダ |
JP2834656B2 (ja) * | 1993-11-24 | 1998-12-09 | 株式会社熊谷組 | トンネルグラウチングに於ける充填材の充填状態検知方法 |
JPH0841860A (ja) * | 1994-08-01 | 1996-02-13 | Sano Takeshi | 地盤改良工の施工効果判定方法およびそれに用いる装置 |
US6236211B1 (en) * | 1998-06-18 | 2001-05-22 | The United States Of America As Represented By The United States Secretary Of The Interior | Induced polarization method using towed cable carrying transmitters and receivers for identifying minerals on the ocean floor |
FR2807167B1 (fr) * | 2000-03-28 | 2002-12-13 | Schlumberger Services Petrol | Procede pour determiner la resistivite d'une formation traversee par un puits tube |
JP4466809B2 (ja) * | 2001-07-18 | 2010-05-26 | 日本電気株式会社 | シリコン絶縁膜とその製造方法ならびにシリコンダングリングボンドの終端方法 |
JP3744887B2 (ja) * | 2002-08-21 | 2006-02-15 | 大同コンクリート工業株式会社 | 地盤を掘削する方法 |
JP2005337746A (ja) * | 2004-05-24 | 2005-12-08 | National Institute For Rural Engineering | 電気探査方法 |
JP4066196B2 (ja) * | 2005-02-17 | 2008-03-26 | オリエンタル白石株式会社 | 石灰質地盤を支持層とする基礎の施工方法 |
KR100870061B1 (ko) | 2008-03-28 | 2008-11-24 | 한국지질자원연구원 | 전기비저항 모니터링용 전극 및 이를 이용하여 설계된 측선 |
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- 2009-03-27 WO PCT/KR2009/001570 patent/WO2009120035A2/ko active Application Filing
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Patent Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
SU692933A1 (ru) * | 1977-08-09 | 1979-10-25 | Военный Инженерный Краснознаменный Институт Им.А.Ф.Можайского | Способ электрохимического укреплени грунта |
EP0581686A1 (fr) * | 1992-07-31 | 1994-02-02 | Eugesol | Procédé et dispositif de sondage et de contrôle d'un volume de sous-sol |
Cited By (1)
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CN106405250A (zh) * | 2016-08-31 | 2017-02-15 | 山东电力工程咨询院有限公司 | 适用于复杂地形条件下的高密度地电阻率测量系统及方法 |
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Publication number | Publication date |
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KR100939654B1 (ko) | 2010-02-03 |
JP4876185B2 (ja) | 2012-02-15 |
US8217668B2 (en) | 2012-07-10 |
WO2009120035A3 (ko) | 2009-11-19 |
KR20090103264A (ko) | 2009-10-01 |
JP2010526955A (ja) | 2010-08-05 |
US20100315103A1 (en) | 2010-12-16 |
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