Journal of Korean Tunnelling and Underground Space Association (한국터널지하공간학회 논문집)

Korean Tunnelling and Underground Space Association (한국터널지하공간학회)
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Investigation for the deformation behavior of the precast arch structure in the open-cut tunnel

개착식 터널 프리캐스트 아치 구조물의 변형 거동 연구

  • Kim, Hak Joon (Dept. of Construction Safety and Disaster Prevention, Daejeon University) ;
  • Lee, Gyu-Phil (Integrated Road Management Research Center, Korea Institute of Civil Engineering and Building Technology) ;
  • Lim, Chul Won (New Business Development Department, Freyssinet Korea)
  • 김학준 (대전대학교 건설안전방재공학과) ;
  • 이규필 (한국건설기술연구원 도로관리통합센터) ;
  • 임철원 (후레씨네 코리아 신사업 개발부)
  • Received : 2018.10.30
  • Accepted : 2018.11.21
  • Published : 2019.01.31
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Abstract

The behavior of the 3 hinged precast arch structure was investigated by comparing field measurements with numerical analyses performed for precast lining arch structures, which are widely used for the open-cut tunnel. According to the field measurements, the maximum vertical displacement occurred at the crown with upward displacements during the backfilling up to the crown of the arch and downward displacements at the backfill height above the crown. The final crown displacement was 19 mm upward from the original position. The horizontal displacement at the sidewall, which had a maximum horizontal displacement, occurred inward of the arch when compacting the backfill up to the crown and returned to the original position after completing the backfill construction. According to the analysis of displacement measurements, economical design is expected to be possible for precast arch structures compared to rigid concrete structures due to ground-structure interactions. Duncan model gave good results for the estimation of displacements and deformed shape of the tunnel according to the numerical analyses comparing with field measurements. The earth pressure coefficients calculated from the numerical analyses were 0.4 and 0.7 for the left and the right side of the tunnel respectively, which are agreed well with the eccentric load acting on the tunnel due to topographical condition and actual field measurements.

최근 개착식 터널공법으로 널리 사용되고 있는 프리캐스트 라이닝 아치 구조물에 대하여 현장 계측과 수치해석 결과를 비교하여 3힌지 프리캐스트 아치 구조물의 거동을 분석하였다. 현장 계측결과, 천단부에서 가장 큰 연직변위가 측정되었으며 초기에는 상방향으로 변위가 발생하다가 뒤채움 흙이 천단부보다 높아지면서 하방향으로 변위가 발생하였다. 천단부는 최종적으로 원 위치로부터 상방향 19 mm에서 변위가 수렴하였다. 측벽부 최대 수평변위 지점에서의 수평변위는 아치상단까지 뒤채움시 터널 내측으로 발생하여 두 지점간의 수평거리가 줄어들다가, 상부 성토가 진행될수록 수평변위는 감소하여 원래 위치로 이동하였다. 프리캐스트 아치구조물에 대한 변위 분석결과, 지반-구조물의 상호작용을 잘 관찰할 수 있었으며 따라서 기존의 강성구조물과 비교하여 경제적인 설계가 가능할 것으로 기대된다. Duncan 모델을 사용한 유한요소 해석결과를 현장 변위 계측값과 변위 형상 등과 비교하면 유사한 결과를 나타내었다. 수치해석 결과에 의한 측벽부의 수평토압계수는 터널 좌측부는 0.4, 우측부는 0.7에서 수렴하여, 편토압이 발생하는 현장상황 및 현장 변위 계측 결과와도 일치하였다.

Keywords

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Fig. 1. Detailed view of precast arch members

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Fig. 2. A precast arch structure used for this study

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Fig. 3. Standard cross section of the precast arch structure used for this study

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Fig. 4. Backfill compaction zones surrounding the precast concrete arch structure

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Fig. 5. Longitudinal diagram of the precast arch structure

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Fig. 6. Installed location of strain gauges in steel bars for the left arch

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Fig. 7. Location and view of targets for displacement measurements

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Fig. 8. Results of vertical displacement measurements

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Fig. 9. Comparison of vertical displacements obtained from field measurements and numerical analyses

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Fig. 10. Results of horizontal displacement measurements

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Fig. 11. Comparison of horizontal displacements obtained from field measurements and numerical analyses

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Fig. 12. Comparison of deformed shape obtained from numerical analyses with field measurements

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Fig. 13. Comparison of calculated lateral earth pressure changes using two methods

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Fig. 14. Displacement diagrams of the precast concrete arch structure using numerical analyses

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Fig. 15. Changes of coefficients of earth pressure in points D and H

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Fig. 16. Stress distributions around a precast arch structure after completion of construction

Table 1. Strength parameters used for the numerical analysis

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Table 2. Numerical analyses procedures according to construction stages

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Table 3. Comparison of displacements obtained from field measurements and numerical analyses (unit: mm)

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