RISS 검색 - 국내학술지논문 상세보기

다국어 초록 (Multilingual Abstract)

This paper presents the effects of the construction stages using time dependent material properties on the structural behaviour of concrete arch dams. For this purpose, a double curvature Type-5 arch dam suggested in ‘‘Arch Dams’’ symposium in England in 1968 is selected as a numerical example. Finite element models of Type-5 arch dam are modelled using SAP2000 program. Geometric nonlinearity is taken into consideration in the construction stage analysis using P-Delta plus large displacement criterion. In addition, the time dependent material strength variations and geometric variations are included in the analysis. Elasticity modulus, creep and shrinkage are computed for different stages of the construction process. In the construction stage analyses, a total of 64 construction stages are included. Each stage has generally 6000 m3 concrete volume. Total duration is taken into account as 1280 days. Maximum total step and maximum iteration for each step are selected as 200 and 50, respectively. The structural behaviour of the arch dam at different construction stages has been examined. Two different finite element analyses cases are performed. In the first case, construction stages using time dependent material properties are considered. In the second case, only linear static analysis (not considered construction stages) is taken into account. Variation of the displacements and stresses are obtained from the both analyses. It is highlighted that construction stage analysis using time dependent material strength variations and geometric variations has an important effect on the structural behaviour of arch dams. The maximum longitudinal, transverse and vertical displacements obtained from construction stages and static analyses are 1.35 mm and 0 mm; -8.44 and 6.68 mm; -4.00 and -9.90 mm, respectively. In addition, vertical displacements increase from the base to crest of the dam for both analyses. The maximum S11, S22 and S33 stresses are obtained as 1.60MPa and 2.84MPa; 1.39MPa and 2.43MPa; 0.60MPa and 0.50MPa, respectively. The differences between maximum longitudinal, transverse, and vertical stresses obtained from construction stage and static analyses are 78%, 75%, and %17, respectively. On the other hand, there is averagely 12% difference between minimum stresses for all three directions.

참고문헌 (Reference)

1 Cheng, J., "Wind-induced load capacity analysis and parametric study of a long-span steel arch bridge under construction" 81 : 2513-2524, 2003

2 Baris¸ Sevim, "Water Length and Height Effects on the Earthquake Behavior of Arch Dam-Reservoir-Foundation Systems" 대한토목학회 15 (15): 295-303, 2011

3 USACE, "Time-history dynamic analysis of concrete hydraulic structures" Engineering and Design 2003

4 Pindado, S., "The influence of the section shape of box-girder decks on the steady aerodynamic yawing moment of double cantilever bridges under construction" 93 : 547-555, 2005

5 Zafer Kazanci, "The effect of in-plane deformations on the nonlinear dynamic response of laminated plates" 국제구조공학회 42 (42): 589-608, 2012

6 M. Karaton, "Seismic analysis of arch dams including dam-reservoir interaction via a continuum damage model" 국제구조공학회 22 (22): 351-370, 2006

7 Akköse, M., "Reservoir water level effects on nonlinear dynamic response of arch dams" 24 : 418-435, 2008

8 Cho, T., "Probabilistic risk assessment for the construction phases of a bridge construction based on finite element analysis" 44 : 383-400, 2008

9 Karakaplan, A., "New strategy in the structural analysis: construction stage" 141-153, 2007

10 Bayraktar, A., "Near-fault ground motion effects on the nonlinear response of dam-reservoir-foundation systems" 8 (8): 411-442, 2008