Recently, high-rise residential buildings in Korea have adopted slender shear walls with irregular section shapes, such as T-shape, H-shape, and C-shape. In the seismic design of the slender shear walls, the transverse reinforcement for lateral confinement should be provided in the boundary elements to increase deformation capacity and subsequent ductility. However, in practice, the irregularity of the shear walls is not adequately considered, and the lateral confinement region is calculated for the rectangular wall segments. This study investigated the proper design method for lateral confinement regions using finite element analysis. The lateral confinement region was considered in analysis for two cases: 1) as a typical rectangular wall segment and 2) as an irregular wall. When the irregularity of the walls was considered, the compression zone depth was increased because the vertical reinforcement in the flange was addressed. The effect of lateral confinement design methods on the structural performance of the walls was directly compared under various design parameters, including the length of the flange, concrete compressive strength, vertical rebar layout, axial load ratio, and loading direction. According to the results of the parametric analysis, the peak strength and deformation capacity could be significantly increased when the lateral confinement region was calculated based on irregularly shaped walls, regardless of the design parameters. In addition, the effective compression zone was located within the lateral confinement region. Thus, it is recommended that the lateral confinement region of T-shaped walls is calculated by addressing the irregularity of the walls.

Since atypical high-rise buildings are vulnerable to gravity loads and seismic loads, various structural systems must be applied to ensure the stability of the structure. In this study, the authors selected a 60-story twisted-shaped structure among atypical high-rise structures as an analytical model to investigate its structural behavior concerning the outrigger system. The structural analyses were performed varying the number of installed layers and the arrangement of the outrigger system, as well as the placement of the mega column, as design variables. The analysis revealed that the most effective position for the outrigger was 0.455H from the top layer, consistent with previous studies. Additionally, connecting outriggers and mega columns significantly reduced the displacement response of the model. From an economic standpoint, it is deemed efficient to connect and install outriggers and mega columns at the structure's ends.

Recently, in newly constructed apartment buildings, the exterior wall structures have been characterized by thinness, having various openings, and a significantly low reinforcement ratio. In this study, a nonlinear finite element analysis was performed to investigate the crack damage characteristics of the exterior wall structure. The limited analysis models for a 10-story exterior wall were constructed based on the prototype apartment building, and nonlinear static analysis (push-over analysis) was performed. Based on the finite element (FE) analysis model, the parametric study was conducted to investigate the effects of various design parameters on the strength and crack width of the exterior walls. As the parameters, the vertical reinforcement ratio and horizontal reinforcement ratio of the wall, as well as the uniformly distributed longitudinal reinforcement ratio and shear reinforcement ratio of the connection beam, were addressed. The analysis results showed that the strength and deformation capacity of the prototype exterior walls were limited by the failure of the connection beam prior to the flexural yielding of the walls. Thus, the increase of wall reinforcement limitedly affected the failure modes, peak strengths, and crack damages. On the other hand, when the reinforcement ratio of the connection beams was increased, the peak strength was increased due to the increase in the load-carrying capacity of the connection beams. Further, the crack damage index decreased as the reinforcement ratio of the connection beam increased. In particular, it was more effective to increase the uniformly distributed longitudinal reinforcement ratio in the connection beams to decrease the crack damage of the coupling beams, regardless of the type of the prototype exterior walls.

본 연구에서는 델파이 조사를 통한 초고층건물 빌딩풍 관련 법·제도의 개선방안을 제시하였다. 법·제도의 개선방안을 제시하 기 위하여 언론보도 및 소셜 미디어(social media) 등을 기초로 초고층건물 빌딩풍 관련 사회적 이슈를 조사하여 초고층건물 빌딩풍 관 련 법·제도 정책제안을 도출하였다. 도출된 정책제안은 관련 법·제도의 현황 및 문제점을 분석하여 이를 개선할 수 있는 정책을 제언 하였으며, 해당 정책제언의 적합성을 평가하기 위하여 10인의 초고층건물 빌딩풍 관련 재난 전문가를 대상으로 델파이 조사를 실시하 였다. 전체 중 70% 이상이 해당 정책제안이 적합하다고 평가되었으며, 추가적으로 각각의 정책제안에 대한 중요도를 평가하였다. 본 연구에서 분석한 초고층건물 빌딩풍 관련 법·제도 개선방안은 향후 발생할 수 있는 초고층건물 빌딩풍 재난에 대한 피해 예방을 위하 여 활용될 수 있다.

Recently, the construction of tall buildings utilized by high strength-concrete in the whole world is tending to be on the rise. The application of high-rise structural system in buildings results in the excellent cut-down effect in construction materials due to section reduction. Therefore, in order to investigate the CO2 and resource reduction effect for the high-rise structural system, comparisons of GWP and ADP in embodied energy of structural materlais between 4 type of high-rise structural system have been performed. As a result, GWP emission increased in the order of steel structure outrigger system, RC shear wall system, and RC outrigger system. On the other hand, ADP emissions increased in the order of RC shear wall system, RC outrigger system, and steel structure outrigger system.

초고층 건물에서 수평변위 제어와 수직부재에서 발생하는 부등축소에 대한 검토가 필수적이다. 이러한 부등축소는 비구조요소의 사용성과 구조요소의 안전성에 대해 문제를 야기할 수 있다. 따라서 이 연구에서는 120층 규모의 철근콘크리트 주거용 초고층 건물에 대해 시공단계해석을 수행하여 각 수직부재의 부등축소량을 비교하고 콘크리트의 장기거동의 영향을 분석하였다. 이를 위해 영향요 인에 따라 축소량을 탄성축소량, 크리프축소량, 건조수축축소량으로 구분하여 검토하였으며 최대 절대축소량에 대한 지배적 요인을 분석하였다. 또한, 입주완료 후 30년에서 발생한 부등축소량에 대해 사용성 검토를 진행하였으며, 구조요소에 대해 설계단계와 시공 단계의 부재력을 비교하여 분석하였다.

Currently, the construction trend of high-rise structures is changing from a cube-shaped box to a free-form. In the case of free-form structures, it is difficult to predict the behavior of the structure because it induces torsional deformation due to inclined columns and the eccentricity of the structure by the horizontal load. For this reason, it is essential to review the stability by considering the design variables at the design stage. In this paper, the position of the weak vertical member was analyzed by analyzing the behavior of the structure according to the change in the core position of the twisted high-rise structures. In the case of the shear wall, the shear force was found to be high in the order of proximity to the center of gravity of each floor of the structure. In the case of the column, the component force was generated by the axial force of the outermost beam, so the bending moment was concentrated on the inner column with no inclination.

초고층 건물에서 수평변위 제어와 수직부재에서 발생하는 부등축소에 대한 검토가 필수적이다. 수평변위 제어를 위해 근래에 아웃 리거 구조시스템과 메가 구조시스템을 횡력저항시스템으로 사용한 초고층 건물이 증가하고 있다. 또한, 부등축소로 인한 구조적 문 제를 해결하기 위해 부등축소량 예측과 예측결과를 통한 시공단계에서의 보정방법이 연구되어 왔으나 부등축소에 대한 횡력저항시 스템의 영향 비교는 드문 편이다. 따라서, 본 논문에서는 수평변위 제어를 위해 아웃리거 구조시스템과 메가 구조시스템을 사용한 60 층 규모의 철근콘크리트 주거용 초고층 건물에 대해 시공단계해석을 통한 부등축소를 비교하고 그 영향을 분석하고자 한다. 또한, 부 등축소는 비구조요소의 파손 및 구조요소에 부가하중을 유발하기도 하며 부등축소가 야기한 문제는 초고층 건물에서 중요한 부재를 손상시킬 수 있으므로 각 횡력저항시스템별로 수직부재의 부등축소에 대한 영향을 분석하였다.

한반도 남해안 지역의 여름철 대기 안정도 특성을 분석함으로써, 한반도 특성에 맞는 강수 예측을 위한 대기 안정도 지수의 정량적인 임계값을 도출하고자 하였다. 보성 표준기상관측소에서 관측한 2019년도 여름철 라디오존데 집중관측자료를 분석에 사용하였으며, 총 관측자료는 243개이다. 강수 유무 및 중규모 대기 현상에 대한 대기 안정도를 분석하기 위해서, 대류가용잠재에너지(Convective Available Potential Energy, CAPE)와 폭풍지수(Storm Relative Helicity, SRH)를 비교하였으며 특히 SRH 분석은 고도별로 총 4개의 층으로(0-1, 0-3, 0-6, 0-10 km) 세분화하였다. 강수 유무에 따른 분석은 강수가 없는 경우, 강수발생 전 12시간, 강수 발생 시로 구분하여 수행하였다. 그 결과, 2019년도 보성에서 발생한 여름철 강수 예측에는 CAPE 보다 SRH가 더 적합하며 0-6 km SRH가 약한 토네이도가 발생 가능한 기준과 같은 150 m 2 s−2 이상일 경우 강수가 발생한 것으로 분석 된다. 또한, 장마와 태풍 기간의 대기 안정도를 분석한 결과를 보면, 일반적으로 SRH는 대기 깊이가 두꺼워질수록 값이 커지는데 반해서 0-10 km SRH 평균값 보다 0-6 km 의 SRH 값이 더 크게 나타났다. 따라서, 2019년도 보성에서 발생한 태풍에 의한 강수를 판별하는 데는 0-6 km 의 SRH 값이 더 효과적이라고 할 수 있다.

이 연구에서는 철근콘크리트 고층건물의 사례연구를 통해 성능기반 내풍설계를 수행하였고 그 적용성을 평가하였다. 초기 설계 시 비탄성 거동 도입을 위해 공진성분을 절반으로 줄여 설계하고, 이에 대한 비탄성 성능을 검증하였다. 비탄성 해석을 위한 해석 모델링 방법을 제시하고, 잦은 설계 변경에서도 적용할 수 있도록 시간이력 풍하중은 설계기준에서 제시하는 파워스펙트럼밀도 함수로부터 재생하였다. 이 때 비선형 해석을 위한 시간이력 하중 재생 시 고려해야 할 사항들을 함께 제시하였다. 해석 결과 공진성분을 줄여 설계했음에도 비탄성 거동은 수평부재에서만 발생하였고, 소성회전각은 즉시거주 성능 수준을 충족하였다.

A tilted tall building is actively constructed as landmark structures around world to date. Because lateral displacement responses of a tilted tall building occurs even by its self-weight, reduction of seismic responses is very important to ensure structural safety. In this study, a smart tuned mass damper (STMD) was applied to the example tilted tall building and its seismic response control performance was investigated. The STMD was composed of magnetorheological (MR) damper and it was installed on the top floor of the example building. Control performance of the STMD mainly depends on the control algorithn. Fuzzy logic controller (FLC) was selected as a control algorithm for the STMD. Because composing fuzzy rules and tuning membership functions of FLC are difficult task, evolutionary optimization algorithm (EOA) was used to develop the FLC. After numerical simulations, it has been seen that the STMD controlled by the EOA-optimized FLC can effectively reduce seismic responses fo the tilted tall building.

최근 고층건물 설계 시 내진설계와 내풍설계의 부조화 문제를 해결하기 위해 성능기반 내풍설계에 대한 연구가 활발히 진행되고 있다. 이 연구에서는 개정 예정인 국내 설계기준(KDS 41)을 기반으로 성능기반 내풍설계를 위한 풍하중 재해도와 비탄성 거동을 허용하는 성능목표를 제시하였다. 비탄성 내풍설계를 위한 반응수정계수 R WR 산정 시 여러 제한 사항들을 고려하여 그 범위를 제안하였으며, 비선형 풍하중 시간이력해석 시 고려해야 할 사항들을 고찰하였다.

In this paper, the dynamic response was analyzed by performing linear dynamic analysis using historic earthquake loads on twisted-shaped structures and fixed structure among free-form high-rise structures with atypical elevation shape following prior studies. In addition, the dynamic characteristics of the analysis models according to the plane rotation angle of the twisted structure were compared and analyzed. As a result of the analysis, as the plane rotation angle of the twisted structure increased, the interlayer deformation rate increased in the high-rise part of 50th floors or more. The story shear force and the story absolute acceleration were similar in the entire structure. In the case of the story shear force, the response of the twisted shape model was rather reduced in the middle part. As a result of analyzing the dynamic response, the vulnerable layer where the response amplification of the twisted structure occurs was found to be 31st story.

In this study, structural characteristics were analyzed by combining gravity load and lateral loads such as seismic loads through static analysis of example structures, and the static characteristics of the twisted structure according to the plane rotation angle were also analyzed. Example structures were selected as regular structure, and twisted structures; 1.0, 2.0, and 3.0 degree angle of rotation per story, and static analysis was performed by the load combination case 1 and case 2. As a result the story drift ratio of the twisted-shaped structure also increased as the plane rotation angle per story increased. The eccentricity according to the load combination was the highest in the lower stories of all analysis models, and the eccentricity was found to be larger as the rotation angle decreased. The twisted-shaped structure was more responsible for the bending moment of the column than the regular structure, and the vertical member axial force of all analysis models was almost similar.

Seismic fragility was assessed for non-seismic reinforced concrete shear walls in Korean high-rise apartment buildings in order to implement an earthquake damage prediction system. Seismic hazard was defined with an earthquake scenario, in which ground motion intensity was varied with respect to prescribed seismic center distances given an earthquake magnitude. Ground motion response spectra were computed using Korean ground motion attenuation equations to match accelerograms. Seismic fragility functions were developed using nonlinear static and dynamic analysis for comparison. Differences in seismic fragility between damage state criteria including inter-story drifts and the performance of individual structural members were investigated. The analyzed building had an exceptionally long period for the fundamental mode in the longitudinal direction and corresponding contribution of higher modes because of a prominently insufficient wall quantity in such direction. The results showed that nonlinear static analyses based on a single mode tend to underestimate structural damage. Moreover, detailed assessments of structural members are recommended for seismic fragility assessment of a relatively low performance level such as collapse prevention. On the other hand, inter-story drift is a more appropriate criterion for a relatively high performance level such as immediate occupancy.