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NATE터널의 갱문 가시설 배후 균열에 따른 조치 및 보강사례
길호언,김진흥,유재성,차복남,Kil, Ho-Un,Kim, Jin-Hong,Yoo, Jai-Sung,Cha, Bok-Nam (사)한국토질및기초기술사회 2006 기술발표회 Vol.2006 No.-
The Tunnel portal is designed on temporary support system which is composed by 28m height H-Pile method and Ground Anchor method. The tunnel has excavated about 30m from the portal, but some deformation is found on the surface ground just above the tunnel face. It was investigated very carefully to find out the causes of deformation. By the observation and study, two main causes of deformation are found out. The one is earth pressure increase compared with classical earth pressure theory. That was due to the direction of ground rock mass's discontinuities. It causes the increase of earth pressure that are activated by the direction of discontinuity. The other one is that present design method neglect the transferred force by removal of temporary support members and ground anchor within the tunnel contour line as the tunnel excavation proceeds As the result of removals of the member and anchor, some force transferred from removed systems to remaining supporting systems. In designing the portal support systems, lt must be considered the discontiunity of ground mass and the transfered force due to excation.
신은철(Eun-cheol Shin),유재성(Jai-sung Yoo),박봉근(Bong-geun Park) 한국지반신소재학회 2013 한국토목섬유학회 학술발표회 Vol.2013 No.11
The piping phenomenon was occurred at the base of inner sea dike during the repair work. There was a potential danger of collapse. The causes of the problem was investigated through the site investigation as well as experimental works and hence the appropriate reinforcement method was proposed to secure the stability of the sea dike. The HGG method which uses a filling material different from the one used in the similar other methods. In particular, the HGG method works effectively for the dike reinforcement as well as cut-off wall at the intersection of the ebb and flow of the tidal wave. The Hi-FA grout in the HGG method is characterized as its anti-waching agent, early hardening, penetration, and environmental friendliness. From the observation of the Hi-GEO Endoscope, the Hi-FA grout was no longer flowed into the sea and the situation was maintained under control. After removal of the topsoil by following the HGG method, any possible chance of abnormality of the Hi-FA grout was investigated. As a result of that, the HGG method resolved the water influx problem perfectly and that the case will serve as a model precedent for similar situations in the future.
양태선(Tae-Seon Yang),유재성(Jai-Sung Yoo),김제경(Je-Kyung Kim),이송(Song Lee) 한국구조물진단유지관리학회 2009 한국구조물진단학회 학술발표회논문집 Vol.2009 No.2
For confirming the design criteria on common utility tunnel, the maintenance conditions under goverment include standard specificatons. when utility tunnel is concerned, several dangerous guidelines against sever accidents, focused on design and construction stages, are proposed for maintenance guidelines of the common utility tunnels.
양태선 ( Tae-seon Yang ),유재성 ( Jai-sung Yoo ),김제경 ( Je-kyung Kim ),이송 ( Song Lee ) 한국구조물진단유지관리공학회 2009 한국구조물진단유지관리공학회 학술발표대회 논문집 Vol.13 No.2
For confirming the design criteria on common utility tunnel, the maintenance conditions under goverment include standard specificatons. when utility tunnel is concerned, several dangerous guidelines against sever accidents, focused on design and construction stages, are proposed for maintenance guidelines of the common utility tunnels.
풍화대를 통과하는 도로 NATM 터널의 천단부 함몰에 대한 연구
신은철(Eun-Chul Shin),유재성(Jai-Sung Yoo) 한국지반신소재학회 2016 한국지반신소재학회 논문집 Vol.15 No.2
산악지 풍화대를 관통하는 도로 NATM터널에서 록볼트+숏크리트 타설과 강관다단 그라우팅 보강작업 진행 중, 터널 천단부붕락(토피고 25m) 및 지표면 함몰(V=12m×14m×높이 5m = 840m<SUP>3</SUP>)과 터널 내 과다한 변위가 발생하였다. 원활한 후속 공사를 위해 각종 조사 자료와 시험, 분석을 통해 함몰(땅꺼짐) 원인을 분석하고 수치해석을 통하여 적절한 갱내외 보강범위를 다양하게 검토한 후 대책공법을 제시하였다. 수치해석 결과 터널 종횡방향 0.5D, 터널 상단 1.0D에서 보강효율이 가장 좋은 것으로 분석되었다. 터널 지상부는 시멘트밀크그라우팅으로, 터널 내부는 대구경강관다단 3열 중첩으로 보강하였다. 라이닝에 철근을 보강하고 잔여 터널구간에 선진수평보링을 적용하여 사전에 막장 전방상태를 파악하고 필요시 적절한 보강을 하도록 하였다. The construction of the road NATM tunnel, which undergoes the weathered zone of the mountain, was in process with the reinforcement methods such as the rock bolt, shotcrete depositing, and the multi step grout with large diameter steel pipe. The collapse from the ceiling, and on the ground surface area(sink hole), of which were measured to be 25m from the ground surface(V=12m(W)x14m(L)x5m(H) = 840m<SUP>3</SUP>), as well as excessive displacements in the tunnel, had occurred. In order to execute the necessary reconstruction work, the causes of the surface collapses were inspected through the field investigation, in-situ tests, and numerical analysis. As a result, several proper solutions were suggested for both internal and external reinforcements for the tunnel. As a result of numerical analysis, the collapsed zone of the tunnel was reinforced up to 0.5D∼1.0D laterally by the cement grouting on the ground surface, 0.5D longitudinally by the multi step grout with large diameter steel pipe in tunnel. With further reinforcement implemented by rebars in lining, the forward horizontal boring was executed to the rest of the tunnel to evaluate the overall status of the tunnel face. Appropriate reinforcement methods were provided if needed.