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Management and concept of the monitoring system considering the characteristics of subsea tunnels

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(1)

*Corresponding author: Yong-Bok Jung E-mail: [email protected]

Received September 13, 2013; Revised September 19, 2013;

Accepted September 24, 2013

⧕ᱡ░ձ᮹✚ᖒᮥŁಅ⦽ĥ⊂}ֱၰšญႊᦩ

ࢮଭথ  ȵ਑็০  ȵవ۩ন  ȵ୨૳࣫ 



܁ধڙ ॢĶݓݗۙڙٍĵڙݓॠėÂٍĵࣳ޾ےٍĵڙ



܁ধڙ ॢĶݓݗۙڙٍĵڙݓॠėÂٍĵࣳԸےٍĵڙ

Management and concept of the monitoring system considering the characteristics of subsea tunnels

Eui-Seob Park

1

, Hee-Soon Shin

1

, Dae-Sung Cheon

2

, Yong-Bok Jung

2

*

1

Underground Space Research Team, Korea Institute of Geoscience & Mineral Resources, Principal Researcher

2

Underground Space Research Team, Korea Institute of Geoscience & Mineral Resources, Senior Researcher

ABSTRACT: In order to ensure the safety of the subsea tunnel during its construction and operation, unlike the underground structures on land, the special monitoring system is essential which considers the characteristics of subsea tunnels in addition to conventional stress and displacement measurements applied to existing land tunnels. Therefore, the concept applied to NATM is reorganized to evaluate the stability of subsea tunnels. And the observation system for making a monitoring plan, the critical strain theory for tunnel safety management and MS monitoring methods for detecting the local failure and crack initiation of rock and supports, are introduced. Finally, the scheme of monitoring and management for subsea tunnels by using these methods is suggested.

Keywords: Subsea tunnel, Monitoring system, Critical strain, Warning level, Observation system

ߣ΀ ३۹ࢢȇڹگԜۆݓॠĵܓНęɵν֨ėфڏٖܼۆ؋ۻՁںঝ҃ॠşڦ३ԴəşܕۆگԜࢢȇقۺڌʽڿͳę

Ѻڦćࠑęʌҝر३۹ࢢȇۆ࣢ՁںČͲॢćࠑۋज़սۺڷͿڅĵʽɰ˰͆Դ३۹ࢢȇۆ؋܁ՁںथÀॠČۙ/"5.قۺڌʼ əÒȝں܁νॠČ ćࠑćনսςںڦॢěࠑ֨֟ࢰ PCTFSWBUJPOTZTUFN ࢢȇۆ؋ۻěνεڦॢےćѺ঍έۋ΁ęĶҙۺڷͿ

ьԦॠəؒԵęݓ҃ۦۆࣷĨǣŒَۆԦՁںࣷ؊ॣսەəйՙࣷĨڼćࠑںՙÒॠČ ۋ͠ॢѓѪ˞ںԐڌॢ३۹ࢢȇ

ćࠑфěνѓ؋ں܃֨ॠٕɰ

ܳڅر३۹ࢢȇ ćࠑ֨֟ࢰ ॢćѺ঍έ ąČսܵ ěࠑ֨֟ࢰ

$PQZSJHIU ,PSFBO5VOOFMMJOHBOE6OEFSHSPVOE4QBDF"TTPDJBUJPO

ᕽು

३۹ࢢȇڹێъۺۍگԜࢢȇęɵν३սϸॠҙ

ݓъقڦ࠘ॠдͿşন, ܓԐ, Ժćф֨ėѓѪق

ەرԴψڹ޲ۋ۾ںÍČەɰ. ̚ॢ३۹ࢢȇڹ

ݓԜࢢȇęəҼİॣսػəߣۤʂࢢȇͿ֨ėʼ əԐͻÀψş˺ЛقٚԜ࠘ЇॢݓࠗۆѺজ̚ə

ČսؓقۆॢʮьۺۍԐࢗьԦقʂҼॢČʪۆ

֨ėфڮݓěνşցۋڅĵʼ϶, ݓًۺڷͿࡾČ

ۚڹɳࠗʂÀьɵʼرەرݓԜࢢȇæԺęəɰδ

ԞͿڏÒȝۆĹ޳фڦॹʂߌşցۋज़սۺۋɰ (Park & Shin, 2008). ࣢০३۹ࢢȇڹگԜۆݓॠĵ ܓНęɵνϔڍȭڹսؓںыəĵܓНۋɰ. ˰͆

Դ޲दф҃Ìşցۋज़սۺڷͿڅĵʼ϶֨ė

фڏٖܼۆ؋ۻՁںঝ҃ॠşڦ३Դəşܕۆ

گԜࢢȇقۺڌʽڿͳęѺڦćࠑęʌҝر३۹ࢢ ȇۆ࣢ՁںČͲॢćࠑۋज़սۺڷͿڅĵʽɰ.

ێъۺڷͿ३۹ࢢȇۋÀݓəܳڅ࣢Ձڹɰڼę

Ïɰ(Park & Shin, 2008).

(2)

1) ԐغݓًʂҙқۋцɼНͿʙي ەرٽҙͿۆ

ۿŖۋϔڍ܃ॢۺۋ͆३۹ݓъ࣢Ձںࣷ؊ॠ şÀϔڍرͲڗݓݗॡۺҝঝ֬Ձęڦॹق

ʌࢀٖॳںыəɰ. ˰͆Դ३۹ݓъۆݓݗॡۺ

ҝঝ֬Ձфڦॹڅۍں߯ʂॢѕ܃ॣսەə

࣢սॢܓԐşց˞ۋۺڌʼرآॠ϶, ܓԐĀę ۆ३ԵقԴʪҝঝ֬Ձں߯ʂॢܶێսەə

şѪ˞ۋԐڌʼرآॢɰ.

2) ३۹ࢢȇۋࣀęॠə३ঊۆڦ࠘əܛܛşъؒ

ǴقʂőϿɳࠗۋǣٍأʂεप॥ॠČەر, رͲڏ֨ėܓæںآşॢɰ. ۋ͠ॢĵÂقԴۆ

३սڮۓڹࢢȇۙς֨ÂںŕۺڷͿÇՙ֨ࢅ

϶֮ॢąڍφۤңĨεڮьॠşʪॢɰ.

3) ३۹ࢢȇۆتޅ߻ۓĵͿҙࢢąԐ܋ݕۓ३آ

ॠдͿ, ݓъԜࢗۆࣷ؊ۋϔڍܼڅॠɰ. ॢठ

ࢢȇ֨ėܼقϿ˜ۤҼݕ߻ۓфঞş, ѕս

ˣۋۋ߻ۓĵεࣀॠيॱ३ݓəҝνॢ֨ėঞ ąںÀݓČەɰ.

4) ࢢȇԜҙق३սÀڦ࠘ॠČەر۠ۦۺۍ३ս

ڮۓڹИॢ܁ۋČ, Ͽ˜ڮۓսəऒ॒εۋڌॠ يࢢȇٽҙͿѕ߻३آॢɰ.

5) ڮۓʽ३սəّқں॥ڮॠČەرࢢȇ֨ėۤ

Ҽфؒъ҃ÌۦΒقԜɾॢЛ܃εڮьॠдͿ

֨ėфڏٖܼق֮Áॢٖॳںܵɰ.

ۋٮÏۋψڹҝঝ֬ՁęڦॹՁںÀݓČەə

३۹ࢢȇۆ֨ėфڏٖܼقьԦÀɠॢইԜ˞ں

ćࠑॠČ, ۋͿҙࢢ؋܁ՁںथÀ॥ڷͿ׆؋܁ॠČ

ą܃ۺۍ३۹ࢢȇ॒Ϳ܄࣡ε߸ĵॣज़څÀەɰ.

ۋق҆ȦЛقԴə३۹ࢢȇۆ؋܁ՁںथÀॠČۙ

NATM قۺڌʼəÒȝں܁νॠČ, ćࠑćনսς ںڦॢěࠑ֨֟ࢰ(observation system), Ѻڦ՚ʪٮ

॥ƍێъজÀÀɠॢìڷͿ؎ͲݕےćѺ঍έۋ

΁ę३۹ࢢȇقԴĶҙۺڷͿьԦॣսەəࣷĨ ǣŒَۆԦՁںࣷ؊ॣսەəйՙࣷĨڼćࠑں

ՙÒॠČ, ۋ͠ॢѓѪ˞ںԐڌॢ३۹ࢢȇćࠑф

ěνѓ؋ں܃֨ॠČۙॠٕɰ.

/"5.}ֱᨱᕽ᮹ĥ⊂

३۹ࢢȇڹ३սϸॠҙݓъǴقܕۦॠəԸ঍ĵ ܓНͿ, ۻߕţۋقʂ३Ͽ˜ܓæںԐۻقܓԐॢ

ɰəìڹą܃ۺ̚əşցۺڷͿॢćÀەČ, Ԑۻ

ԺćɳćقԴন˛ʼə܁ً҃֨ݗęتۺۍࠑϸ قԴॢćÀەںսшقػɰ. ̚ॢ३۹ݓъäʴڹ

ݓъܓæӼχ؉ɦ͆Ĺ޳ѓѪۋǣ҄ėĵܓٮÏڹ

Ժćܓæ, ŔνČ֨ėܓæق˰͆ܟڍʼş˺Лق

ϔڍ҄ۡॢتԜںÍČەɰ. ˰͆ԴԺćɳćقԴ əԐۻܓԐĀęٮ֨ėąॹںşߣͿʂՃεŔβ

࠘ݓ؍ں܁ʪۆशܵں܁ॠəսܵقϢИβČ

ەə֬܁ۋɰ.

˰͆ԴԺćɳćۆ३Եڹψڹąڍ֬܃äʴę

ɰβş˺Лق֨ėॠϸԴࢢȇںě޶, ćࠑॠČۋ Ϳҙࢢصرݕ܁҃εŖäॠيԺćٮ֨ėѪۆࢍ

ɾՁںêࢹॠČज़څق˰͆ۋεѺą, ս܁ॢɰ.

݌, ইۤćࠑۆĀęεԺć, ֨ėقۺۼॠóъٖॠ ϸą܃ۺۋČ०νۺۍࢢȇں؋ۻॠó֨ėॣս

ەɰəìۋɰ.

ێъۺڷͿNATM ࢢȇقԴ֬֨ॠəćࠑЀۺ ڹɰڼęÏɰ.

ܳѺݓъۆѺ঍äʴęԜডࣷ؊

ݓ҃(ջࡾν࣡˃ƍ, ΀҇࣡ۆࢍԺţۋ, Âüˣ) মęঝۍ

߯ܛ҄ė֨şۆĀ܁

ĵܓНͿԴࢢȇۆ؋ۻՁঝۍ

ۍۿ, ܼڅĵܓНˣܳѺঞąقй࠘əٖॳ

ࣷ؊

ݓ҃ф҄ėĵܓۆԺć, ֨ėۆ߯ۺজ

Ժćф֨ėقćࠑĀęεъٖॢՁęˣںҼ΅

ॠيॳ঳ėԐćনۆ޷ČۙΒͿটڌ

Иؼ҃ɰܼڅॢìڹࢢȇ֨ėܼڮۆԐ२ę

(3)

Table 1. Monitoring interval for vertical displacement and convergence (KTA, 2003) Condition

Rock class

At Portal (from portal to 50 m)

Overburden < 5 D (D: tunnel diameter)

Initial stage of construction*

Some progressed stage of construction Hard rock

(except for fault zone) 10 m 10 m 20 m 30 ~ 50 m

Soft rock 10 m 10 m 20 m 30 m

Soil / Weathered rock 10 m 10 m 10 ~ 20 m 20 m

*Progressed stage of tunnel construction of about 200m

Table 2. Monitoring plans to be adopted for different ground conditions (modified from Singh & Goel, 1999)

No. Ground condition class Monitoring Plans

1 Competent Self-supporting Conventional monitoring / section plan / criteria is applied 2 Incompetent Non-Squeezing Conventional monitoring / section plan / criteria is applied

3 Ravelling Conventional monitoring / section plan / criteria is applied

4 Squeezing

Minor squeezing (ua/a = 1-2.5%) Severe squeezing (ua/a = 2.5-5%) Very severe squeezing (ua/a = 5-10%) Extreme squeezing (ua/a >10%) (Hoek, 2001)

Short- / long-term monitoring shall be carried out Intensive inspection of allowable displacements and stresses

Criteria is determined during design stage

5 Swelling Complete a support ring / monitoring of water leakage /

Initial closure of shotcretes

6 Running Conventional monitoring / section plan / criteria is applied

Monitoring of the amount of leakage / pore pressure / temperature of water (possibility of seawater invasion)

7 Flowing / sudden flooding

8 Rock burst Monitoring the Micro Seismic events

ন˛ۙΒۆԜěՁںČͲॠي, Ϥ۹ćࠑۙΒεࣀ ३ėԐԜডę؋ۻՁںࣷ؊ॣսەČėԐфěν ۆ߯ۺজεۋΛսەəѓѪںّ˃ق˃Č, ۋر

֨ėфݓݗܓæںÇ؋ॠيÀۤʂशۺۍݓ۾ۋ ǣইԜۋÀۤ˚͠ǣş֑ڏĖقԴعԸʽ२Ѐں

ćࠑ३آॢɰ. ݌, Gر˥Դ, GИؼۋ, GИؼۋ

ڦॹ३ݓəÀεࣷ؊ॠČ, Л܃ÀьԦॠşۻقŔ

ݜ঳εࣷ؊ॠşڦ३ԴGИؼںʂԜڷͿ, Gر̅

२Ѐں, Gر̎óćࠑ३آܞڹÀεćন֨ϼঝ০

Ժ܁३آॢɰ. ۋəҝঝ֬ՁęڦॹՁۋگԜࢢȇ قҼ३ϔڍȭڹ३۹ࢢȇقԴəϔڍܼڅॢԐ२ ۋдͿ, ܓԐфԺćɳćقԴࣷ؊ʽܓԐ܁҃ε߯

ʂॢটڌॠيآॢɰ.

ćࠑ२ЀۆԸ܁قەرԴəşܕۆNATM ࢢȇ قۺڌʽćࠑ२ЀڹϿ˃ۺڌ३آॠČ, ߸Àۺڷ Ϳ३۹ࢢȇۆ࣢սՁۍ३սڮۓÀɠՁфڮۓ͟

ںࣺɳॣսەə࣢սćࠑۋ߸Àʼرآॢɰ.

̚ॢۤşÂۆ३սڮۓڹؒъфݓ҃ۦقّқڷ Ϳۍॢ՜ԜںÀॣսەڷдͿۋقʂॢêࢹʪ

սॱʼرآॢɰ. ۋٮʴ֨قԸ܁ʽćࠑՅԴقʂ

ॢҙ֩ÀɠՁ̚ॢܕۦॠдͿՅԴԸ܁֨ՅԴ

ǴĵՁںگԜࢢȇقҼॠيʌعü০ۺڌ३آॢɰ.

ćࠑڦ࠘əێъۺڷͿࢢȇőϿ, ݓъܓæ, ֨ė ѪںČͲॠيćࠑЀۺقҙ०ॠʪ΀Ը܁ॠ϶؉ڐ

͠ćࠑԜ঒ÂۆٍěՁۋࣷ؊ʾսەʪ΀ѕͲॢɰ.

ێъۺڷͿگԜࢢȇقۺڌʼəćࠑA२Ѐۆ

ࠑ܁ÂüڹɰڼTable 1ęÏɰ. ݓशϸࠞॠə

ࢹक़Àŕ০ئڹࢢȇфÚĵҙقԴϔڍܼڅॢ

ćࠑ२ЀۋдͿێъۺڷͿ510 m ÂüڷͿ֬֨

ʽɰ. ćࠑBəݓъܓæق˰͆ćࠑAق߸ÀͿ

֬֨ʼəìۋş˺ЛقێԜۺۍćࠑěνۆ҃ܓ

ۙΒقҝęॠݓχ, ćࠑĀęۆটڌۋ͆əࠑϸق

(4)

Դ҇˺, ʂशۺۍĵÂقԴÀɠॢॢ֨ėߣş

ɳćق֬֨ॠəìۋܼڅॠɰ. ֬֨ɳćقԴə, ݓъԜডۆѺজфݓ҃ėۆѺ঍Ԝࢗق˰͆ս֨

Ϳćࠑ२Ѐфࠑ܁ɳϸںѺąॠيইۤقϑó

ćࠑں֬֨॥ęʴ֨قŔʂҼ޾ں܁Ҽ३˃ə

ìۋܼڅॠɰ.

ॠݓχҝঝ֬ՁęڦॹՁۋȭڹ३۹ࢢȇۆąڍ ل, ३۹ݓъܓԐεࣀॠيқԵʽşъؒۆ঍ࢗ

фٍأʂۆڦ࠘ˣɰتॢݓъܓæѻ३սڮۓ

фࢢȇңĨÀɠՁںêࢹॢۋ঳قۋĀęقŖä ॠيćࠑڦ࠘ε߯ܛԺćॠيآॢɰ. ŔνČॳ঳

֨ėɳćقԴʌψڹݓݗ܁҃фćࠑۙΒεࣀॠ يćࠑڦ࠘əԜডقϑóս܁Àɠ३آॢɰ.

Singh & Goel (1999) ۋ܃֨ॢ8Àݓۆɰتॢ

ݓъܓæѻͿࠄ३آॣʂڿѓ؋ں३۹ࢢȇقϑó ǖս܁ॠيTable 2ق܃֨ॠٕɰ. şܕگԜࢢȇۆ

ćࠑćনęɰδ۾ڹѺڦÀψۋьԦॠəSqueezing, Swelling, Running фRock burst ˣۆݓъܓæقԴ

ۤşÂćࠑ, ɰتॢ३սࠑ܁ѓѪфйՙݓݕڼں

ۋڌॢѓѪۋ߸Àʼؽɰəìۋɰ.

Н΁ćࠑĀęəĹ޳ق˰δܳѺݓъфݓ҃ė ۆäʴںǣࢍǴəìڷͿ, ইۤşցۙÀইۤԜড ںࣷ؊ॠي܁ঝॢࣺɳںǴνşڦॢۙΒۋɰ.

˰͆Դࠑ܁঳ďцͿ֨ÂѻѺজʪٮқपʪ, φۤݕॱęۆěć(ąͿѺজʪ), ćࠑڦ࠘, ֨ş, ɳϸद०ˣۆ࣢şԐ२ںşۓॠي؎ş֖ó܁ν ॠČćࠑ२ЀԜ঒ÂۆěʹՁںࣷ؊३آॢɰ.

ćࠑĀęε܁͟ۺڷͿߌνॠəߒѥݫѓѪڷ ͿǴėѺڦ͟ۆ֨ÂѻѺজʪٮÏڹ֨Âѻćࠑ ʚۋࢢͿҙࢢ֨ćَ३Եںࣀ३Ĺ޳ق˰δɳϸ ۆѺڦεٚࠑॠي, Ĺ޳ę܁ۆݓ҃ėфݓъۆ

؋܁ՁںঝۍॠČʂ޾ėѪںՃڍəѓ֩ۋەɰ.

˃ѥݫѓѪڹćࠑڷͿصرݕĵܓćۆѺڦ, Ѻ঍

ʪ, ڿͳˣںࣀ३ݓъф֨ėԜࢗٮşࢍٖॳ

ۍۙεपĜॢ঍ࢗͿ, ইԜںÀۤ۞Ժϼॣս

ەə߯ۺĵܓϿʝںĵ߹ॠČ, ÏڹݓݗܓæقԴ

ć՚֨ėॣąڍۆݓъäʴںٚࠑॠäǣŔ؋܁

ԜࢗεथÀॠəìۋɰ.

ᄡ᭥}ֱ᮹ᦩᱶᖒ⠪aʑᵡ

ᕽು

३۹ࢢȇۆ؋܁ՁęՁɠںथÀॠşڦ३Դə

֨ėܼęڏٖܼćࠑںࣀ३ࢢȇۆ؋܁يҙٮ

॥ƍѺڦ, Ѻڦ՚ʪ̚əѺ঍έۆьԦق˰δąČ, ŔνČʂߌѓ؋ۋ܃֨ʼرآॢɰ. Ŕ͠ǣPark et al. (2007) قۆ३սॱʽĶǴٽۙΒεԕट҃ϸ, ćࠑ२Ѐ, Ҿʪ, Ժ࠘ڦ࠘ˣقʂ३Դəرɗ܁ʪ

҃ठজʽǴڌۋەڷǣथÀşܵقʂ३Դəঝςʽ

ѓѪۋػəìڷͿǣࢍǮɰ. ݌, ǣ͆υɰࢢȇ֨ė ইۤυɰԴͿԜۋॠ϶थÀşܵ࠘Ժ܁قʂॢŖ äÀ̤͸ॠݓЇॢ֬܁ۋɰ. ŔͤقʪҝĵॠČ३ ۹ࢢȇںĹ޳ॠşۻقÁࠑ܁२Ѐقʂॢڦॹą ČսܵںԺ܁ॠČ, ३۹ࢢȇĹ޳֨ࠑ܁Éęڦॹ ąČսܵںҼİ॥ڷͿԴӇδ֨Âق३۹ࢢȇۆ

؋܁ՁںथÀॣज़څÀەɰ. ࠑ܁ÉۋڦॹąČս

ܵ҃ɰۚںąڍقə३۹ࢢȇۆ؋܁Ձڹ҃ۤʼݓ χࠑ܁Éۋێ܁şÂۋݓǦ঳قڦॹąČսܵ҃ɰ

ࡾóٚࠑʾąڍقəɾߣԺćεѺąॠي३۹ࢢ ȇۆ؋܁ՁںॳԜ֨ࡈآॢɰ. ڦॹąČսܵڹࢢ ȇۚغقԴϔڍڮڌॠóيûݓݓχܳرݕ३۹ࢢ ȇقʂॠير̎óڦॹąČսܵںĀ܁ॠɗǽə

Л܃Àەɰ. ۋεڦ३ࢢȇۆѺڦćࠑĀęε

थÀॠşڦ३ʪۓʽےćѺ঍έۋ܃؋ʼؽɰ.

ᦩᱶᖒ⠪aʑᵡᔍಡ

Sakurai et al. (1993) ڹࢢȇѺ঍, ИĀؒۆێ߹ؓ

߹Ìʪф֬܃ࢢȇԐͻεࣀॢՁɠथÀقěॢ

ۙΒͿҙࢢ܃؋ॢےćѺ঍έ(critical strain) Òȝق

Ŗäॢąॹۺ؋ۻşܵں܃֨ॠٕɰ. ۋşܵڹ

(5)

(a) Crown settlement

(b) Extensometer results

Fig. 1. Relationship between measured strain and warning levels (Sakurai, 1997)

A B C

I 0.3-0.5 0.5-1 1-3

II 1-1.5 1.5-4 4-9

III 3-4 4-11 11-27

(Unit: cm, Radius of tunnel : 5.0 m)

Fig. 2. Hazard warning levels for assessing the stability of tunnel (Sakurai, 1997)

ێ҆ۆࢢȇԐͻεܼ֮ڷͿۼνٖॳۋ֮ॠݓ؍ڹ

ؒъÌʪεÀݕݓъقԴۆࢢȇ؋ۻںथÀॠəʚ

ܳͿۋڌʼرٵɰ.

Fig. 1 ڹࢹݗфؒԵۆێ߹ؓ߹Ìʪٮ֩(1)ę

(2) ͿćԓʽѺ঍έęۆěćεǣࢍǴəʚ, Ŕρق Դ۾Ըڹ֬Ǵ֬ॹڷͿҙࢢĵॢےćѺ঍έۆԜॢ

ԸęॠॢԸںश֨ॢìۋɰ(Sakurai, 1981).

Fig. 1 (a) ٮ(b)قԴĹ޳ڷͿۍॢࢢȇܳѺۆ

Ѻ঍έ( Ļ ľì Ļ Ɛ ) ڹࠑ܁ʽѺڦÉںۋڌॠي֩(1)ę

(2) Ϳҙࢢćԓʽɰ.

Ļ ľ á ćſ Ɠ Ɓ

(1)

Ļ Ɛ á ć Ɗ Ɠ Î à Ɠ Ï

(2)

يşԴ, Ɠ Ɓ : ߎъࠞॠ͟ۆࠑ܁É ſ : ࢢȇۆъą

Ɠ Î , Ɠ Ï : ࠑ۾1ę2قԴࠑ܁ॢǴėѺڦ͟

Ɗ : ǴėѺڦࠑ۾Ԑۋۆţۋ

ŔρقԴքۙÀश֨ʽ۾˞ڹࢢȇĹ޳֨رͲ ړقݔϸॠٕʏࢢȇইۤۋČ, քۙÀश֨ʼݓ؍

ڹ۾˞ڹŔͩݓ؍ڹইۤۆۙΒۋɰ. ࢢȇĹ޳֨

ࢢȇۆ؋܁Ձں३࠘əইԜ˞ڹφۤϸڮݓۆر Ͳړ, ջࡾν࣡ۆࣷĨфқ३, Ìݓ҃ۆ৉, ΀҇࣡ۆ

ࣷĨ, ߎ܁ң͇, ŔνČۍѣ࣡ۆڵşˣۋɰ.

˰͆ԴࢢȇܳѺقьԦॠəѺ঍έۋےćѺ঍έ ۆॠॢԸ҃ɰۚڷϸࢢȇڹ؋܁ॠ϶ьԦʽѺ঍

έۋےćѺ঍έۆԜॢԸقʪɵॠϸࢢȇڹҝ؋܁

ॠي Ĺ޳֨ ψڹ رͲړق ݔϸॠó ʽɰ. ۋق

(6)

Fig. 3. Relationship between tunnel strain( Ļ

Ɓ

) and uniaxial compressive strength of rock mass( ň

ƁƋ

) from case histories studied (Chern et al., 1998)

Table 3. Tunnel safety management criteria for different warning levels (Chern et al., 1998) Warning

level Conditions Necessary measures adopted

Below I ࡐ Tunnel is in stable condition ࡐ No special measure is required I ~ II ࡐ Tunnel is still in stable condition

ࡐ Construction work can be proceeded ࡐ Frequency of monitoring and field observation shall be increased II ~ III

ࡐ Tunnel is susceptible of instability ࡐ Construction shall be suspended

temporarily

ࡐ Carry out detailed visual inspection on tunnel conditions and increase monitoring frequency

ࡐ Review the potential causes of tunnel instability including failure mechanism, quantity of support installed, excavation procedure and timing of support installation

Above III ࡐ Tunnel is in unstable condition ࡐ Construction shall be suspended

ࡐ Carry out detailed inspection on tunnel conditions and increase monitoring frequency

ࡐ Review the causes of tunnel instability and carry out remedial measures

ࡐ Revise the support design or construction procedure

ࡐ Construction can be resumed only when the tunnel has been stabilized

Sakurai əࢢȇۆҼ܁ԜۺۍäʴۙΒεŖäͿے ćѺ঍έںۺڌॠيࢢȇ؋ۻěνεڦॢ3ɳć

ڦॹąČͪѲں܃؋ॠٕɰ(Fig. 2). ࢢȇߎɳࠞॠۆ

ڦॹąČͪѲڹ֩(1)ͿĵॢѺ঍έقۆ३Ā܁ʾ

սەɰ. ٚε˞ϸъݓζ5 mۆࢢȇقԴߎɳࠞॠق

ʂॢڦॹąČͪѲۋFig 2قǣࢍǣەɰ.

Chern et al. (1998) ڹSakuraiÀ܃؋ॢşܵۋۼν À֮ॠóьɵʼرࣷթʽؒъقəۺڌॠşĎ͈

ॠɰČࣺɳॠٕɰ. ۋقɰتॢؒъܓæقۺڌॠ şڦ३֪Ըؒۆێ߹ؓ߹Ìʪ( ň Ɓ ) ʂ֪قؒъۆێ

߹ؓ߹Ìʪ( ň ƁƋ ) εʪۓॠٕČ, ؒъÌʪəgeneralized Hoek-Brown criterion (1992) ںԐڌॠيĵॠٕɰ.

ŔνČʂχۆࢢȇইۤ֨ėۙΒͿҙࢢĵॢĀęε

ŖäͿࢢȇ؋ۻěνşܵęьԦʽࢢȇäʴںश֨

ॠٕɰ(Fig. 3). ŔρقԴৡԟڷͿशইʼəʪ঍˞

ڹ܁Ԝ(normal) ԜࢗقەəࢢȇɳϸۋČ, êڹԟ

ʪ঍˞ڹɰتॢսܵۆҼ܁Ԝۺۍäʴں҃ۋə

ࢢȇɳϸں ۆйॢɰ. ێъۺڷͿ ࠑ܁ ۙΒÀ

Sakurai (1993) À܃؋ॢࢢȇ؋ۻěνşܵۆąČͪ

ѲII ۋॠͿ̆رݗ˺قəҼ܁Ԝۺۍäʴں҃ۋݓ

؍əɰČسśॠٕɰ. ŔνČࢢȇäʴۋۋԜॣą ڍÁąČսܵѻʂ޾ںTable 3ٮÏۋ܃؋ॠٕɰ.

ᯥĥᄡ⩶ශǎԕߑᯕ░ᄁᯕᜅ

֬Ǵ֬ॹڷͿҙࢢĵ३ݕێ߹ؓ߹ÌʪٮٖέͿ

ҙࢢےćѺ঍έںĵॣսەڷ϶, ۋ˺ےćѺ঍έ

ڹࣷĨ֨ۆѺ঍έ҃ɰ२ԜۚóǣࢍǦɰ(Sakurai,

(7)

Fig. 4. Relationship between uniaxial compressive strength and young’s modulus

Fig. 5. Critical strains of different rock types and Sakurai’s warning levels

Fig. 6. Distribution of dimensionless critical strain by the in situ stress

1981). ̚ॢ֬ॹ֬ęইݓؒъԐۋۆےćѺ঍έۆ

ěćəؒܛق˰͆ɵνǣࢍǣəìڷͿ؎Ͳ܋

ەɰ. ˰͆Դ३۹ࢢȇˣۆ؋ۻşܵںսςॠşڦ ३ԴəĶǴؒԵقʂॢψڹتۆےćѺ঍έۙΒ Àज़څॠɰ.

ĶÀėۍ֨ॹşě(KOLAS)قԴսॱʽĶǴؒ

ԵНՁۙΒقʂ३ێ߹ؓ߹Ìʪ, ࢏Ձćս, ےćѺ

঍έ, ߣşڿͳˣۆۙΒεप॥ॠي1,200يæں

ܓԐॠيʚۋࢢѮۋ֟জॠٕɰ. ۋεқԵॢĀę, ێ߹ؓ߹Ìʪə߯۹4 MPaقԴ߯ʂ325 MPaۆ

ѩڦεǣࢍǴؽڷ϶, ࢏Ձćսə0.2 GPaقԴ80.1 GPa ۆѩڦε, ےćѺ঍έڹ0.05%قԴ2%ۆѩڦ εٕ҃ɰ. Fig. 4ə֬ॹ֬֨ॹقԴصرݕێ߹ؓ߹

Ìʪٮ࢏Ձćսقʂ३ʪ֨ॢìڷͿ, ؎Ͳݕцٮ

Ïۋێ߹ؓ߹Ìʪٮ࢏ՁćսəԸ঍ۺۍěćε

҃ےں؎սەɰ. ۋ˞قʂॢধŊқԵقԴԸ঍ধ ŊқԵۋÀۤࢀԜěěć(R 2 =0.682) εٕ҃ڷ϶, ( ࢏Ձćս, GPa)=6.271+0.216×(ێ߹ؓ߹Ìʪ, MPa) ۆěćεٕ҃ɰ.

৚ęؒԵقʂॢےćѺ঍έęێ߹ؓ߹Ìʪε

қԵॢPark et al. (2007)ۆٍĵق˰βϸےćѺ঍έ ڹێ߹ؓ߹ÌʪÀݒÀॣս΀Çՙॠəąॳںࢍǣ ǴČەڷ϶, ؒԵۆąڍےćѺ঍έۋ0.1%قԴ

1% ۆѩڦε҃ۍɰČ҃Čॠٕɰ. ̚ॢێ߹ؓ߹Ì

ʪÀ0.05 MPaۍࢹԐقԴ200 MPaۍąؒقۋβş

ūݓŔқԓफۋÌʪقࡾóٖॳںыݓ؍ڷ϶

ێ܁ॢѩڦǴ(أ10%)قԴٍ՚ۺڷͿѺজॠə

࣢ݜںÀݓČەəìڷͿ҃Čॢцەɰ.

Fig. 5 əĶǴؒܛѻێ߹ؓ߹ÌʪٮےćѺ঍έ

ԐۋۆěćεǣࢍǶìۋɰ. ISRM (1981)قԴ܃֨

ॢؒԵę৚ۆąćşܵۍ1 MPaۋԜۆؒԵقʂ३ ԴܓԐॢĀę, أ40 MPa ۋॠۆێ߹ؓ߹Ìʪε

܃ٽॢѩڦقԴےćѺ঍έڹێ߹ؓ߹Ìʪقࡾó

ٖॳںыݓ؍əìڷͿǣࢍǮɰ. ۋəFig. 4قԴٮ

Ïۋێ߹ؓ߹ÌʪÀ࢏ՁćսٮҼͻěćε҃ۋČ,

ےćѺ঍έڹۋ˞ۆěćͿ܁ۆʼş˺ЛڷͿқԵ

(8)

Fig. 7. Frequency spectrum of earthquakes and application range of AE/MS

ʽɰ. ےćѺ঍έںؒܛڷͿĵқॠəąڍؒܛق

˰͆ɰδ঍ࢗۆąॳՁں҃ێսەəÒٍՁۋ

ەڷǣ, ֬ॹۙΒۆҙܔڷͿϼঝॢąॳՁںࣺɳ ॠşəИνÀەəìڷͿࣺɳʽɰ.

˰͆ԴےćѺ঍έęؒԵۆێ߹ؓ߹Ìʪٮۆě ć, ŔνČؒܛق˰δѺজąॳˣڹݓ՚ۺۍۙΒ

߸Àεࣀ३҃ɰϼঝॢěćεőϼ३آॢɰ. ̚ॢ

ॳ঳֨ėইۤقʂॢۙΒۆսݚںࣀ३ĶǴݓݗ ܓæę֨ėܓæںČͲॣսەəۙΒۆ߸ÀÀ

ज़څॠɰ.

Fig. 6 ڹHoek (2006)ۋ܃؋ॢߣşڿͳęێ߹ؓ

߹ÌʪεČͲॢИ޲ڙےćѺ঍έقě३қԵॢ

Ŕ॒͒ۋɰ. ǰڹێ߹ؓ߹Ìʪ/ߣşڿͳۆܓæق ԴəےćѺ঍έۆқपÀȉóǣࢍǮڷǣێ߹ؓ߹

Ìʪ/ߣşڿͳۋȭڹąڍێ܁ॢےćѺ঍έÉں

҃ۋČەڼں؎սەɰ.

 ၙᗭḡḥᮭᮥᯕᬊ⦽ᦩᱶᖒ⠪a ʑᵡ

ၙᗭḡḥᮭ᮹}ֱ

йՙࣷĨڼ(Acoustic Emission, AE)ęйՙݓݕڼ

(Micro Seismic event, MS) ڹйՃॢࣷĨεʴъ३Դ

ьԦॠə࢏ՁࣷʴڷͿ, ێъۺڷͿʂőϿࣷĨق

ؘԴŔьԦۋই۹ॠóݒÀॠəąॳۋەɰ. ̚ॢ

ߣʴۋϼΒॢAEٮMS ࣷ঍ںş΀ॣսەɰϸ

ɳࠗϸ३ԵںսॱॠيAEٮMS ьԦڙۍۋʽ

ܳॳ/ąԐǣŔࣷĨεьԦ֨ࢇܳڿͳۆѓॳʪϼ ঝॠóэ৩սەɰ(Ishida et al., 2010).

AE ٮMS ćࠑşѪڹġԓقԴۆؒъʮ߻, ߎъ ңĨٚࠑęݓъėॡقԴۆؒъԐϸ؋܁Ձ, ؒъ՜

ԜथÀŔνČʂőϿݓॠĵܓНۆ؋܁ՁϿɦࢢτ ęÏڹψڹĖقԐڌʼرٵɰ. AEٮMSεۋڌॢ

ٍĵٮÒьڹࢹЀĵܓН(ɰν, ࣷۋ॒͆ۍ, २ĵ, ࢢȇ, ࣷڗ͔॔࣡, ݓॠĵܓНˣ)ۆѺ঍ںćࠑॠä ǣĶҙۺۍࣷĨقʂॢۤşÂϿɦࢢτقۺڌʼ رٵɰ(Cai et al., 2007).

AE ٮMS ۋѰ࣡əǰڹقȃݓۆݓݕۋѰ࣡Ϳ

şܕقܕۦॠʏŒَۆÈۚ֟͢ۋʴ, ԞͿڏŒَ

ۆԦՁ̚əŒَۆۻࣷٮěʹʼرەɰ. ۋ˞

ۋѰ࣡əܳرݕؒъߕۺǴقԴьԦॠČۋ˞ڹ

ćࠑÀɠॢݓݕࣷͿۻࣷʽɰ. AEٮMS ֪঒ۆÀ

ۤࢀ޲ۋəAE ֪঒ÀMS ֪঒҃ɰʌȭڹܳࣷս

͆əìۋɰ(Fig. 7).

ۋ˞ࣷ঍ڹϔݗںࣀ३ۻࣷॠČ, ϔݗقԴǣ١

(9)

Table 4. Stability evaluation criteria based on MS event data (Hong et al., 2006)

Event location Event magnitude

(uMag)

Event frequency Normal Level Alert Level

Within blast damaged zone

Events occurring within the first 3 hours after blast (frequency / 1 hr)

-3.2 ~ -2.2 G 30 31 ~ 50

-2.2 ~ -1.2 G 2 3 ~ 4

-1.2 ~ -0.2 G 1 2 ~ 3

> -0.2 0 1 ~ 2

Events occurring continuously beyond the first 3 hours after blast

(frequency / 3 hrs)

-3.2 ~ -2.2 G 10 11 ~ 30

-2.2 ~ -1.2 G 2 3 ~ 4

-1.2 ~ -0.2 G 1 2 ~ 3

> -0.2 0 1 ~ 2

Outside blast damaged zone

Events occurring within 10x10x10m volume of rock irrelevant to blast

(frequency / 3 hrs)

-3.2 ~ -2.2 G 10 11 ~ 30

-2.2 ~ -1.2 G 2 3 ~ 4

-1.2 ~ -0.2 G 1 2 ~ 3

> -0.2 0 1 ~ 2

ə࢏Ձࣷεćࠑॠóʽɰ. ۙΒߌνşցڹݓݕॡ

ۙ˞ۋսॱॠəìęڮԐॠيAEٮMS ۋѰ࣡ۆ

࣢Ձ, ݌ࠢڏ࣡ۆսӼ؉ɦ͆ڦ࠘, ࣷ͆йࢢ, ϭ࠶ɦ ݏںĀ܁ॢɰ. ۋ͠ॢѓѪڷͿAEٮMS ۋѰ࣡ε

ԦՁॢŒَۋÂۿۺڷͿܓԐʽɰ. AEٮMS ࠢڏ

࣡ٮࡾş(قȃݓѓ߻)əؒԵقԴьԦॢŒَۆت ęࡾşεۆйॠ϶, AEٮMS ۋѰ࣡ۆьԦڦ࠘ə

ؒъĵܓНۆ՜ԜًٖںǣࢍǶɰ. йՙŒَۆқप ə֨Âق˰͆3޲ڙڷͿьԦॠČ, ۋə՜Ԝۆ

ɀۺęŒَۆĀ०, ϔࡾͿŒَۆۻࣷεǣࢍǦɰ.

ڼڙࣷ͆йࢢεқԵ॥ڷͿ׆ࣷĨϭ࠶ɦݏۋőϼ ʼČ, ՜ԜԜࢗˣں܁͟জॣսەɰ.

݌, AEٮMS ϿɦࢢτşѪڹҼࣷĨथÀşѪڷ Ϳ, ɰδҼࣷĨêԐقҼİॠيࢢȇقʂ३ر̃ॢ

İ͈ںьԦ֨ࢅݓ؍Čॠܼۋۚڌॠəʴ؋قь Ԧॠə՜Ԝę܁ęࣷĨę܁ںϿɦࢢτॣսەڷ

϶, ࣷĨٚࠑںڦॢѓѪ΁ڷͿԐڌॣսەɰ. ̚ॢ

AE ٮMSεۋڌॢćࠑڹࢢȇφۤϸڷͿҙࢢێ

܁äν̆رݕڙüڦ࠘قԴʪսॱۋÀɠॢۤ۾ۋ

ەɰ. ˰͆ԴAEٮMSεۋڌॢćࠑşѪڹߣş

ɳćقԴࣷĨۆ֨ۚںÇݓॠəʚԐڌʾսەڷ

϶, ŔνČࢢȇۋٰۻ০ࣷĨʼşцͿݔۻūݓ

̚ə՜ԜѺ঍ۋьԦॠşۻūݓۆۤşÂقèߝ

Ԑڌॣսەɰ. ̚ॢڮݓěνࠑϸقԴࢢȇۆ

æۻʪεथÀॠəʚԐڌॣսەɰ.

şܕۆǴėѺڦǣڿͳˣۆćࠑۋࢢȇۆۻъ ۺۍäʴںқԵॠşڦॢìۋ͆ϸ, AEٮMS Ͽɦ ࢢτڹٚԜ࠘ЇॢĶҙۺۍؒъҸ΀ۆйǏ͠ݙۋ ǣŒَԦՁˣںࣷ؊ॣսەɰəۤ۾ۋەɰ.

˰͆ԴѺڦٮÏڹşܕćࠑ२ЀęʌҝرAEٮ

MS ćࠑں३۹ࢢȇۆ؋܁ՁथÀşܵۆ२ЀڷͿ

ۺڌॣąڍѺڦćࠑںࣀॢ३۹ࢢȇۆۻъۺۍ

äʴęʌҝرĶҙۺۍࣷĨǣѺ঍äʴقʂ३Դ ʪϿɦࢢτۋÀɠॠɰ.

ၙᗭḡḥᮭᨱ᮹⦽ᦩᱶᖒ⠪aʑᵡ

MS ćࠑ֨֟ࢰڷͿҙࢢ֬֨ÂڷͿۻբʽMSۆ

ьԦ֨Âфڦ࠘, ࣷĨڼۆࡾşεц࢖ڷͿMSۆ

֨ÂɾьԦҾʪ(ێ܁֨ÂǴьԦॢۋѰ࣡ۆս)ٮ

MS ۆ֨Âɾ०ԓࡾş(ێ܁֨ÂǴقьԦॢMSۆ

ÒÒࡾşۆ०)ε؋܁ՁथÀşܵڷͿԐڌॣս

ەɰ. ۋ˞şܵڹѺڦ՚ʪٮɳϸѺ঍έęÏۋь

Ԧսܵق˰͆थÀşܵں3ɳćͿĵқॠóʼ϶,

(10)

Fig. 8. Suggested MS monitoring plan for detecting the behavior of fault or weak zone during tunnel construction

ąČ२Ѐق˰͆ʂߌѓ؋ۋÁÁɵνսςʼرآ

ॢɰ.

Table 4 əĶǴقۺڌʽMS ćࠑ֨֟ࢰۆथÀş

ܵęŔق˰δʂߌѓ؋ں܃֨ॢìۋɰ.

शقԴ҃əцٮÏۋ३۹ࢢȇۆąČşܵںԺ

܁ॠşڦ३Դə֨ėܼێ܁şÂۆćࠑںࣀ३

ۋѰ࣡ۆьԦęࢢȇۆ՜Ԝфڦॹ܁ʪقěʹʼ əşܵںսςॠيآॢɰ. ̚ॢьԦʼəۋѰ࣡ۆ

ڼڙقʂॢқԵںࣀ३֨ėܼۍ३۹ࢢȇۍąڍ

ьࣷǣߎėˣۆࢢȇۚغقۆॢۡڼيҙεࣺɳ ३آॢɰ.

Fig. 8 ڹ३۹ࢢȇėԐܼقٚԜʼəɳࠗф

ࣷթĵÂˣۆٍأʂεࣀęॣąڍقÀɠॢMS ćࠑ(؋)ں҃يܵɰ. ۋٮÏۋMS ՅԴεٍأʂ

ࣀęۋۻقԺ࠘॥ڷͿ׆Ĺ޳ۚغę३սڮۓڷͿ

ۍॢٍأʂۆäʴфࢢȇφۤۆ؋܁ՁںԐۻق

थÀॣսەɰ.

░ձᬊᙹపʑᵡᨱ᮹⦽ᦩᱶᖒ⠪a

३۹ࢢȇۆąڍИॢॢتۆڌսÀɠՁۋەڷд ͿگԜࢢȇقҼॠيࣷթʂǣɳࠗʂˣںࣀॢ

ʂ঍߻սÀɠՁۋঽ؃ȭɰ. ˰͆ԴԸݕսथ҃τ ںࣀॢۻѓٚࠑۋज़սۺۋ϶ۺۼॢڌս͟ࠑ܁

ںࣀ३Ԑۻقݓսф޲սεࣀ३ࢢȇ؋܁Ձ

фۚغۙۆ؋ۻںঝ҃ॠəìۋज़څॠɰ.

३۹ࢢȇ֨ėąॹۋψڹȤβڟۋəTable 5ٮ

Ïڹ३۹ʪͿࢢȇۆ֨ėۙΒͿҙࢢ1޲ąČşܵ

ڷͿ100 L/min/km, 2޲ěνşܵ࠘Ϳ300 L/min/km ε܃֨ॠٕɰ. ۋÉڹऒय़ҼڌęŔ͆ڍࣶҼڌۆ

߯ۺজقşъॠيʪ߻ʽìۋɰ.

Н΁ڌս͟şܵقۆॢ؋܁ՁथÀəĶǴ३۹ ࢢȇۆܓԐɳćقԴ३۹ݓъۆսν࣢Ձфɰتॢ

ইۤ֨ॹۋսॱʼرڌս͟߸܁ۋҼİۺ܁ঝॠɰ ϸЛ܃Àػںìۋɰ. ॠݓχ؉ݔūݓĶǴقԴə

३۹ࢢȇěʹۙΒÀۺڹԜডۋдͿ, ܓԐۙΒÀ

ҝ߿қॠɰϸȤβڟۋۆࢢȇڌս͟şܵں޷ČͿ

ॠəìʪॠǣۆѓѪۋʾսەɰ. ߯Ŗ҃ͺ-ࢗ؋

३۹ࢢȇۆėԐÀݕॱʼČەڷдͿ, ܓԐфԺć ɳćقԴԓ܁ॢࢢȇڌս͟ę֬܃֨ėܼقьԦ ॠəࢢȇڌս͟ںҼİॣսەںìۋɰ. ॳ঳قə

ĶǴ३۹ݓъܓæфėԐܓæقϑəşܵںԺ܁

ॠəٍĵÀ߸ÀۺڷͿսॱʾज़څÀەɰ.

 ⧕ᱡ░ձᨱݡ⦽ĞŁʑᵡᮥᱢᬊ⦽

š⊂ჶ ᦩ

ąČşܵ(alarm threshold)ںÀݕěࠑ֨֟ࢰڹ

҃঒֨֟ࢰڷͿيţսەɰ. يşԴəɰڼęÏۋ

܁ۆॢɰ(Olsson, 2002).

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Table 5. Key data for completed subsea road tunnels in Norway (Blindheim & Øvstedal, 2002)

Tunnel Year of opening Length, m Largest depth, m

Water ingress at opening, l/min-km

Grouting, kg/m

Water & frost protection,

m

2

/m

Vardo 1983 2,892 88 460 25 16

Ellingsoy 1987 3,520 140

310 10 14

Valderoy 1987 4,222 145

Kvalsund 1988 1,650 56 200 0 9

Godoy 1989 3,844 153 300 430 7

Flekkeroy 1989 2,327 101 100 50 6

Hvaler 1989 3,751 120 100 15 6

Nappstraum 1990 1,780 60 200 40 8

Fannefjord 1991 2,743 100 140 15 7

Maursund 1991 2,122 92 210 5 4

Byfjord 1992 5,875 223 100 10 8

Mastrafjord 1992 4,424 132 25 5 8

Freifjord 1992 5,086 132 75 15 13

Hitra 1994 5,645 264 60 20 14

Tromsoysund 1994 3,376 101 265 30 18

Bjoroy 1996 2,000 85 400 665 13

Sloverfjord 1997 3,200 100 150 0 13

Nordkapp 1999 6,826 212 65 15 4

Oslofjord 2000 7,252 134 250 360 18

Froya 2000 5,305 164 105 200 17

Ibestad 2000 3,398 122 110 15 2

Bomlafjord 2000 7,900 260 70 30 8

“ ąČşܵڹйνĀ܁ʽॠǣ̚əϽÒۆćࠑѺ սۆܓ०ڷͿۋΘرݕÉڷͿχأߣęʾąڍ

՜Ԝ ѓݓε ڦ३ Ԑۻق Ā܁ʽ ʂߌѪں ڮь (trigger) ֨ࢇɰ”

ąČşܵڹɳʫࠑ܁Éێज़څəػڷǣěࠑॠČ

ۙॠəìęěʹۋەرآॠ϶Ͽ঒ॠݓ؍ó܁ۆ ʼرآॢɰ. ݌ڍνÀИؼۋ؋ۻॠČИؼۋڦॹ

ॢݓقʂॢąćεĵՁॠəìۋ϶ʂߌѓѪںÒ

֨ॠəşܵڷͿԐڌ३آॢɰ. ěࠑ֨֟ࢰڹąČ şܵںߣęॣąڍقʂҼॢԐۻʂߌѓѪۋػɰ ϸҝٰۻॢ֨֟ࢰۋʽɰ. ۋ͠ॢѓѪ˞ڹঝۍʽ

ڦॹڅۍںɰΛսەرآॠǣ܁ঝॢ՜ԜşĵÀ

ঝςʼݓ؍ڹąڍقʂҼॠي˺˺Ϳێъۺۍʂ

ߌѓѪںप॥֨࢈ज़څÀەɰ.

֨֟ࢰۺۿŖѪۋ؋ۻÇ֨ڌćࠑ֨֟ࢰԺćق

Ԑڌʼرآॠ϶ş҆ۺڅĵԐ२ڹ२Ԝ߿ܔʼرآ

ॢɰ. ۋۼ޲əěʹ॒Ϳ܄࣡ۆ‘ۙڮʪ’قۆܕॢ

ɰ. يşԴ‘ۙڮʪ’͈عнॢսॡۺۙڮʪεۆй ॠəìۋ؉ɦ͆ϊŔʂͿইɳćقԴۆʂ؋Ը࢘

ÀɠՁںϊॠəìۋɰ. ٚε˞ϸڦ࠘εцƷս

ەəݓ? ߯ܛԺćͿԴѺąҝÀۍݓ? ɰδ֨ėѪں

Ԑڌॣսەəݓˣইۦ३ɾ॒Ϳ܄࣡ɳćقԴۆ

Ը࢘ÀɠՁںۆйॠəìۋɰ. ˰͆Դ॒Ϳ܄࣡ۆ

Ժćٮڦ࠘Àঝ܁ʼČ֨ėѪۋĀ܁ʽąڍ܃؋

ʽěࠑѪۆێъۺۍۼ޲əFig. 9ٮÏɰ.

֨ԺНۆěνфڮݓεڦ३ąČşܵںÀݕ

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Fig. 10. Suggested monitoring system for subsea tunnels Identity the sensitive functions that are to be protected

뾞

identify the damage mechanism and the critical limits for those functions and find suitable direct countermeasures

뾞

Find observable/measurable indicators that are related to the damage mechanism and determine the critical limits expressed

in those indicators 뾞

Identify the construction work steps that can disturb the functions. Determine work procedure-related countermeasures

뾞

Predict the behaviour of the rock, including the expected type of behaviour for these construction steps

뾞

Determine alarm thresholds considering countermeasures and the necessary lead time

뾞

Make a detailed design of the observation system 뾞

Implement, observe, follow up and update.

Make changes if necessary

Fig. 9. Proposed procedure for observation system (Olsson, 2002)

ěࠑ֨֟ࢰۋज़څॠ϶, ąČşܵڹ‘՜ԜۋьԦॣ

ݓ۾ں܁ۆॢॢćÉ’ę‘ʂߌѓѪۋমęεǣࢍǷ

˺ūݓèνə֨Â’ۆتقۆ३Ā܁ʽɰ.

҆ȦЛقԴə३۹ࢢȇقԴڅĵʼə҃঒şɠę

՜Ԝşĵق˰δěࠑ֨֟ࢰ(؋)ں֨ėܼęڏٖ

ܼقʂ३Fig. 10ęÏۋ܃؋ॠٕɰ. ܃؋ʽěࠑ֨

֟ࢰ(؋)ڹćࠑ֨֟ࢰۆۻъۺۍ܁ঝՁقʂॢथ À, ąČşܵࠑ܁͟ۆٚԜäʴقʂॢϼঝॢşց, ćࠑşşԸ܁ęĵই, ुݗ҃ۤقʂॢ֨֟ࢰۆঝ ς, ۺۼॢЀۺÉۆĀ܁ˣۋՃҙԺćɳćقԴۺ ڌʼرآॣìۋɰ.

đು

३۹ࢢȇۆ؋ۻॢ֨ėфڮݓěνقەرԴć ࠑęćࠑěνսܵĀ܁ڹϔڍܼڅॢԐ२ۋ϶३ ۹ࢢȇĹ޳֨ćࠑۙΒε݌ÁथÀॣսەʪ΀

३۹ࢢȇ֨ėۻقěνşܵںĀ܁३آॢɰ.

ąॹۺѓѪٽق०νۺڷͿۋ͠ॢěνşܵں

Ā܁ॠşڦ३ԴےćѺ঍έںՙÒॠٕڷ϶şܕۆ

ćࠑ२ЀٽقAEٮMSٮÏڹԞͿڏćࠑşѪں

(13)

ՙÒॠٕɰ. ࣢০֥ʪ, ٣ʪˣęÏڹي͠ঞąڅۍ قٖॳںыݓ؍əۤ۾ۋەəےćѺ঍έڹ֪Ը

ؒۆ֬ॹ֬֨ॹڷͿҙࢢ֖óصںսەəۤ۾ۋ

ەɰ. ࠑ܁ʽѺڦ(ߎɳࠞॠ, ǴėѺڦࠑ܁)Ϳҙࢢ

صڹѺ঍έęےćѺ঍έͿҙࢢԓ܁ॢڦॹąČս

ܵںҼİ॥ڷͿԴࢢȇۆ؋܁ՁںथÀॣսەɰ.

ěࠑѪ̚ə܁҃জ֨ėÒȝںۺڌॢćࠑ֨֟ࢰ

ԺćѓѪ΁ںۋڌॠي֨ėܼęڏٖܼقʂॢ

ěࠑ֨֟ࢰ(؋)ں܃֨ॠٕڷ϶ۋεşъڷͿ֬Ǵ

֬ॹقԴন˛ॢےćѺ঍έę३սࠞ࣊ٮěʹʽ

ćࠑ܁҃εąČսܵڷͿप॥३Դ३۹ࢢȇقʂॢ

ěࠑ֨֟ࢰۆ֬֨ԺćεսॱॠəìۋÀɠॠɰ.

ǚڷͿ, ३۹ࢢȇڹҝঝ֬ॢݓъۙΒٮφʂॢ

३սڮۓۆڦॹڷͿۍॠيێъۺۍگԜࢢȇق

Ҽॠي֨ėܼćࠑۙΒÀϔڍܼڅॠɰ. ˰͆Դ

३սͿۍॢّ३фࢢȇԜҙͿۆՅԴԺ࠘ۆ܃أ

ˣڷͿۍॢϔڍرͲڏۚغঞąقԴ֨ėʼş˺

ЛقćࠑşԸ܁قԴҙࢢĀę३Եقۋβşūݓ

ߏ۹ॢՅԴǴĵՁêݒфعüॢ؋ۻěνşܵں

ۺڌॣज़څÀەɰ.

qᔍ᮹ɡ

ٍ҆ĵəॢĶݓݗۙڙٍĵڙş҆Ԑغۍ‘ݓॠ

ؒъǴَقȃݓ۹ۤںڦॢ४֮şցÒь’ڷͿҙ ࢢݓڙʼؽ֥ɦɰ.

ₙŁྙ⨭

1. Blindheim O.T., Øvstedal, E. (2002), “Design principals and construction methods for water control in subsea road tunnels in rock”, Water control in norwegian tunnelling, Publication No.

12, Norwegian Tunnelling Society, pp. 43-49.

2. Cai, M., Kaiser, P.K., Morioka, H., Minami, M., Maejima, T., Tasaka, Y., Kurose, H. (2007),

“FLAC/PFC coupled numerical simulation of AE

in large-scale underground excavation”, International Journal of Rock Mechanics and Mining Sciences, Vol. 44, pp. 550-564.

3. Chern, J.C., Shaio, F.Y., Yu, C.W. (1998), “An empirical safety criterion for tunnel construction”, Regional Symposium on Sedimentary Rock Eng- ineering, pp. 325-330, Taipei, Taiwan.

4. Evert Hoek (2006), Practical Rock Engineering Course note, Rock mass properties, pp. 1-47.

5. Hoek, E., Wood, D, Shah, S. (1992), “A modified Hoek-Brown criterion for jointed rock masses”, Proc. rock characterization: Eurock‘92, pp. 209-213.

6. Hong, J.S., Lee, H.S., Lee, D.H., Kim, H.Y., Choi, Y.T., Park, Y.J. (2006), “Microseismic event monitoring of highly stressed rock mass around underground oil storage caverns”, Tunnelling &

Underground Space Technology, 21(3-4), pp. 292.

7. Ishida, T., Kanagawa, T., Kanaori, Y. (2010),

“Source distribution of acoustic emissions during an in-situ direct shear test: Implications for an analog model of seismogenic faulting in an inhomogeneous rock mass”, Engineering Geology, Vol. 110, No.

3-4, pp. 66-76.

8. ISRM (1981), “Basic geotechnical description of rock masses”, Int. J. Rock Mech. Min. Sci. &

Geomech. Abstr., Vol 18, pp. 85-110.

9. Korean Tunnelling Association (2003), Theory and Practice of Tunnel, Goomi Book (in Korean).

pp.309-354.

10. Lars Olsson (2002), Observation systems with alarm thresholds and their use in designing underground facilities, SKB R-02-45, SKB. pp. 47

11. Park, E.S., Shin, H.S. (2008), “Technical state of subsea tunnels-status and characteristics in domestic and overse”, Journal of Korean Tunnelling Association, Vol. 9, No. 4, pp. 80-90.

12. Park, S.H., Shin, Y.S., Bae, G.J., Ahn, M.W., Woo, S.B. (2007), “Back analysis technique for tunnel safety using critical strain concept”, Korean Tunnelling Association Annual Conference, pp.

47-57.

13. Sakurai, S. (1981), “Direct strain evaluation technique

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in construction of underground openings”, Proc.

22nd US Symp. Rock Mech., Cambridge, Massachusetts, M.I.T., pp. 278-282.

14. Sakurai, S. (1997), “Lessons learned from field measurement in tunnelling”, Tunnelling and Underground Space Technology, Vol. 12, No. 4, pp. 453-460.

15. Sakurai, S., Kawashima, I., Otani, T. (1993), “A criterion for assessing the stability of tunnels”, EUROCK ’93, Lisboa, pp. 969-973.

16. Singh, B., Goel, R.K. (1999), Rock mass classification:

A practical approach in civil engineering, Elsevier,

pp. 48-49.

수치

Table 2. Monitoring plans to be adopted for different ground conditions (modified from Singh &amp; Goel, 1999)
Fig. 2. Hazard warning levels for assessing the stability of tunnel (Sakurai, 1997)ێ҆ۆࢢȇԐͻεܼ֮ڷͿۼνٖॳۋ֮ॠݓ؍ڹؒъÌʪεÀݕݓъقԴۆࢢȇ؋ۻںथÀॠəʚܳͿۋڌʼرٵɰ.Fig
Table 3. Tunnel safety management criteria for different warning levels (Chern et al., 1998) Warning
Fig. 5. Critical strains of different rock types and Sakurai’s warning levels
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