A comparative study on dynamic behavior of high-rise building and low-rise building considering SSI analysis

SSI 해석을 고려한 초고층 및 저층 건물 동적거동 비교 연구

Abstract

Most of the previous seismic analyses have been carried out by separating the ground and structures, and there is a lack of comparative study on the dynamic behavior of high-rise and low-rise buildings. Therefore, in this study, the sensitivity analysis was performed with selected parameters by using a finite element analysis program in order to grasp the dynamic behavior of high-rise and low-rise buildings. As a result, it was turned out that the horizontal displacement, the interstory drift ratio, and the bending stress of a high-rise building were more affected by a long seismic wave than a low-rise buildings. Also, the weak parts of a high-rise and low-rise building were more affected by type of seismic wave than the ground conditions. Therefore, it is inferred that it will be helpful for seismic designs to consider the influence of ground conditions and seismic wave type on buildings.

대부분의 기존 내진해석은 지반과 구조물을 각각 구분하여 수행되었고, 초고층 건물과 저층 건물에 대한 동적거동 비교 연구가 부족한 실정이다. 따라서 본 연구에서는 초고층 건물과 저층 건물의 동적거동을 파악하기 위하여 유한요소해석 프로그램을 이용하여 선정된 파라미터별로 민감도 분석을 실시하였다. 연구 결과, 초고층 건물의 수평변위, 층간변위비, 휨응력은 지반조건이 연약할수록, 저층 건물보다 장주기 지진파의 영향을 더 받는것으로 나타났다. 또한 초고층과 저층 건물의 취약부는 지반조건보다는 지진파의 종류의 영향이 더 큰 것으로 나타났다. 따라서 지반조건 및 지진파 종류가 건물에 미치는 영향을 참고하면 건물의 내진설계에 도움이 될 것으로 판단된다.

Fig. 1. The analysis sections of interest structures

Fig. 2. Input seismic wave with PGA 0.22 g (Kocaeli earthquake wave)

Fig. 3. The comparison of pure horizontal displacement history distribution according to type of seismic wave(PGA 0.154 g, Sb1)

Fig. 4. The distribution of interstory drift ratio of buildings (PGA 0.154 g, Sb1)

Fig. 5. Maximum compressive bending stress of structural member according to ground type (PGA 0.154 g,dytime 35, 36 sec)

Fig. 6. Maximum tensile bending stress of structural member according to seismic wave type (PGA 0.154 g, dytime 35, 36 sec)

Fig. 7. Bending stress distributions of high-rise building (dytime 35 sec, PGA 0.154 g)

Fig. 8. Bending stress distributions of low-rise building (dytime 36 sec, PGA 0.154 g)

Table 1. Parameters applied to dynamic analysis

Table 2. Ground properties

Table 3. Properties of building structural members

Table 4. The estimation results of modulus of subgrade reaction and coefficient of viscosity boundary

Table 5. Building’s eigenvalue period

Table 6. The comparison of maximum pure horizontal displacement depending on type of building

Table 7. The maximum bending stress of buildings (dytime at 35, 36 seconds)