Due to seismically deficient details, existing reinforced concrete structures have low lateral resistance capacities. Since these building structures suffer an increase in axial loads to the main structural element due to the green retrofit (e.g., energy equipment/device, roof garden) for CO2 reduction and vertical extension, building capacities are reduced. This paper proposes a machine-learning-based methodology for allowable ranges of axial loading ratio to reinforced concrete columns using simple structural details. The methodology consists of a two-step procedure: (1) a machine-learning-based failure detection model and (2) column damage limits proposed by previous researchers. To demonstrate this proposed method, the existing building structure built in the 1990s was selected, and the allowable range for the target structure was computed for exterior and interior columns.

Due to the aging of a building, 38.8% (about 2.82 million buildings) of the total buildings are old for more than 30 years after completion and are located in a blind spot for an inspection, except for buildings subject to regular legal inspection (about 3%). Such existing buildings require users to self-inspect themselves and make efforts to take preemptive risks. The scope of this study was defined as the general public's visual self-inspection of buildings and was limited to structural members that affect the structural stability of old buildings. This study categorized possible damage to reinforced concrete to check the structural safety of buildings and proposed a checklist to prevent the damage. A damage assessment methodology was presented during the inspection, and a self-inspection scenario was tested through a chatbot connection. It is believed that it can increase the accessibility and convenience of non-experts and induce equalized results when performing inspections, according to the chatbot guide.

Current seismic fragility functions for buildings were developed by defining damage state threshold based on story drift concerning foreign references and using the capacity spectrum method based on spectral displacement. In this study, insufficient details and dependence on the core location of piloti-type buildings were not reflected in the fragility function because it was developed before the Pohang earthquake. In order to develop an improved one for piloti-type buildings, several types of core were selected, damage state threshold was determined based on the capacity of structural members, and three-dimensional analyses were utilized. As a result, seismic fragility functions based on spectral acceleration were developed for various core locations and different shear strengths of the column stirrup. The fragility of piloti-type buildings significantly varied according to core location, an additional single wall, and whether the contribution of column stirrup was included or not. To estimate fragility more reasonably, it is necessary to prepare the parameters to reflect actual state well.

The Ministry of the Interior and Safety in Korea developed seismic fragility function for various building types in 2009. Damage states for most building types were determined by structural analyses of sample models and foreign references because actual cases damaged by earthquakes rarely exist in Korea. Low-rise, piloti-type buildings showed severe damage by brittle failure in columns due to insufficient stirrup details in the 2017 Pohang earthquake. Therefore, it is necessary to improve damage state criteria for piloti-type buildings by consulting actual outcomes from the earthquake. An analytical approach was conducted by developing analysis models of sample buildings reflecting insufficient stirrup details of columns to accomplish the purpose. The result showed that current spectral displacements of damage states for piloti-type buildings might be too large to estimate actual fragility. When the brittle behavior observed in the earthquake is reflected in the analysis model, one-fourth through one-sixth of current spectral displacements of damage states may be appropriate for existing low-rise, piloti-type buildings.

A corrugated steel plate wall (CSPW) system is advantageous to secure the strength and stiffness required for lateral force resistance because of its high out-of-plane stability. It can also stably dissipate large amounts of energy even after peak strength. In this paper, a preliminary study has been carried out to use the CSPW system in the seismic retrofit of existing reinforced concrete (RC) moment frame buildings. The seismic performance for an example building was evaluated, and then a step-by-step retrofit design procedure for the CSPW was proposed. An equivalent analytical model of the CSPW was also introduced for a practical analysis of the retrofitted building, and the strengthening effect was finally evaluated based on the results of nonlinear analysis.

This study aims to establish a seismic resistance performance evaluation method that makes sure to secure the seismic resistance performance of the existing mid-low story reinforced concrete structures. This study focuses on the development of the seismic resistance performance evaluation method for the overall seismic resistance performance evaluation on the buildings by applying fuzzy theory. This seismic resistance performance evaluation method considers the mutual relations among the type of force, the type of member, the type of story, and the states of deterioration of the buildings. The total seismic resistance performance index from this method was calculated by the intensity weight of each evaluation item, fuzzy measure, fuzzy integration. Moreover, the evaluation methodology was established in this study to identify the performance level of the Immediate Occupancy, Life Safe, Collapse Prevention by applying the fuzzy theory.

Nonlinear analysis for seismic performance evaluation of existing building usually takes 4~5 times more than linear analysis based on KBC code. To obtain accurate results from the nonlinear analysis, there are a lot of things to be considered for nonlinear analysis modeling. For example, reinforcing layout, applied load and seismic details affect behavior of structural members for the existing building. Engineer-oriented computerized system was developed for engineers to evaluate effective seismic performance of existing buildings with abiding by seismic design principles. Using the engineer-oriented program, seismic performance evaluation of reinforced concrete building was performed. Nonlinear hinge properties were applied with real time multiple consideration such as section layout, section analysis result, applied load and performance levels. As a result, the building was evaluated to satisfy LS(Life Safety) performance level. A comparison between engineer-oriented and program-oriented results is presented to show how important the role of structural engineer is for seismic performance evaluation of existing buildings.

Seismic performance evaluation of existing building usually needs much time and man power, especially in case of nonlinear analysis. Many data interaction steps for model transfer are needed and engineers should spend much time with simple works like data entry. Those time-consuming steps could be reduced by applying computerized and automated modules. In this study, computational platform for seismic performance evaluation was made with several computerized modules. StrAuto and floor load transfer module offers a path that can transfer most linear model data to nonlinear analysis model so that engineers can avoid a lot of repetitive work for input information for the nonlinear analysis model. And the new nonlinear property generator also helps to get the nonlinear data easily by importing data from structural design program. To evaluate the effect of developed modules on each stages, seismic performance evaluation of example building was carried out and the lead time was used for the quantitative evaluation.

There are only 10 projects of the domestic greenhouse gas(GHG) emissions trading scheme in building sector (i.e., 1.5% of 652 registered projects) because the certified methodologies to reduce GHG emissions can not be applied to building sector. This study presents remodeling techniques to reduce GHG emissions in existing buildings. First of all, preconditions and related regulations were reviewed. And then, a pool of factors for GHG reduction are selected and evaluated with respect to factors for reducing energy consumption. This study also investigates the criteria and the decision making process for remodeling techniques to reduce GHG emissions. Finally, the remodeling techniques using the decision making process were grouped based on redundancy of each effect. If reducing methodologies for GHG offset program can be developed using the analyzed remodeling techniques in this study, registered projects in building sector would be increase.

감정평가 방식은 크게 3가지로 구분된다. 원가법 및 적산법 등 비용성의 원리에 기초한 감 정평가 방식인 원가방식, 거래사례비교법, 임대사례비교법 등 시장성의 원리에 기초한 감 정평가방식인 비교방식과 수익환원법 및 수익분석법 등 수익성의 원리에 기초한 감정평가 방식인 수익방식이다 이러한 건물의 현존가치 평가는 소송에 의한 경우 법원으로부터 감정인으로 지정된 법원감 정인들에 의해서 수행되고 있다. 감정평가사들에 의해 행해지는 대출 등의 소송 외적인 목 적으로 건물의 현존가치를 평가(이하 ‘사감정’이라 한다) 하는 경우에는 많은 연구와 세부적 인 평가기준이 있다. 그러나 법원감정에서는(유익비 등을 산정하기 위한 건물의 현존가치를 평가하는 경우 등) 평가 대상과 목적에 맞는 합리적인 방법이나 기준이 없어서 사감정의 관 련규정을 준용하거나, 감정인의 주관적인 판단에 의해서 감정평가가 진행되고 있다. 그로 인하여 건물의 현존가치 평가 결과는 평가하는 감정인에 따라서 많은 차이가 나고 있다. 이 와 같이 감정에 대한 객관적인 기준이 없이 감정인 마다 각자의 기준으로 현존가치를 산정 함으로써 감정의 신뢰성 및 효율성이 떨어지게 되고 이를 증거로 채택하게 되는 재판의 결 과에 대하여 당사자의 입장에 따라서는 감정의 결과를 불신하게 되어 재 감정을 요구하거나 감정평가자를 상대로 손해배상을 청구하는 등 강한 불만을 갖는 경우가 많다. 건물의 가치평가 중에서도 소송에 관련된 특수성이 있는 유익비 등을 산정하기 위한 평가 에서도 감정기준이나 방법에 대한 연구가 부족하여 감정인에 따라서 다양한 평가방법으로 건물의 현존가치를 평가하고 있다. 건물의 가치를 평가하는 방법 중에서 복성식평가법을 적용하는 경우에는 건물의 내용연수에 따른 감가수정을 통하여 건물의 가치를 평가하게 된 다. 이러한 경우에 합리적인 건물의 내용연수의 산정이 가치평가에 중요한 요소가 된다. 특 히 법원 감정의 경우에는 건물 전체의 내용연수도 중요하지만, 각 공종별 내용연수 및 잔 존내용연수를 산정하는 방법 및 기준이 필요하다. 이러한 법원감정의 현실을 반영한 각 공종별 내용연수 및 실용내용연수 산정 방법에 대한 기준 등에 많은 문제점을 파악하고, 실무에 활용할 수 있는 각 공종별 내용연수 및 실용내 용연수 산정 방법에 대한 기준을 제시하였다

In this paper, Nonlinear Static Pushover analysis method(NSP) is proposed which apply to RC buildings reinforced by external retrofit fornseismic performance. Based on previous analysis and research, NSP is more developed by connection nonlinearity according to shearnresistance mechanism such as dowel and adhesive resistance as major shear resistance elements. According to the proposed method,nstructural analysis for example buildings was carried out to evaluate seismic performance of buildings. And, it was confirmed thatndepending on shear strain and characteristics of joint resistant of external retrofitting are different from internal retrofitting. Furthermore,nthe strength reduction coefficient of the anchor needs to be considered at the joint design.

This paper deals with steel braced frame as increasing the lateral strength and ductility in order to seismic retrofit of existing buildings and discusses the designing criteria and calculation method of retrofitted buildings. The addition of steel braced frame can be effective for increasing the lateral strength and ductility of existing buildings. However, There is a problem in utilizing this method. It is the approach to provide an adequate connection between the existing RC frame and the installed steel braced frame, because global strength by failure mode(three type) depends on detail of connection and strength of existing RC frame. So, the designer must be confirmed if it satisfies the required performance or not. Failure mode of type I is the most appropriate for increasing the lateral strength and ductility. Seismic performance evaluation and strength calculation of seismic retrofit are performed by guideline by KISTEC(Korea Infrastructure Safety & Technology)’s “seismic performance evaluation and rehabilitation of existing buildings” and Japan Building Disaster Prevention Association. Buildings are modeled and non-linear pushover analysis are performed using MIDAS program.

The core aim of this paper is to empirically scrutinize a strength characteristic and ductility of the beam-column frame of reinforced with steel subjected to the cyclic lateral load. First and foremost, I the author embarks upon making four prototypes vis-à-vis this research. Through this endeavour, the author has analysed cyclic behavior, fracture shape, ductility and energy dissipation of the normal beam-column frame and a beam-column frame of reinforced with steel. In addition, the survey has revealed the exact stress transfer path and the destructive mechanism in order to how much a beam-column frame of reinforced with steel has resistance to earthquake regarding all types of building, as well as school construction. To get the correct data, the author has compared the normal beam-column frame and three types of the beam-column frame of reinforced with steel following these works, the characteristic of cyclic behavior, destructive mechanism, ductility, and Energy dissipation of normal beam-column frame and a beam-column frame of reinforced with steel have been examined clearly.

In Korea, most existing school buildings have been constructed with moment frames with un-reinforced infill walls designed only considering gravity loads. Thus, the buildings may not perform satisfactorily during earthquakes expected in Korea. In exterior frames of the building, un-reinforced masonry infill walls with window openings are commonly placed, which may alter the structural behavior of adjacent columns due to the interaction between the wall and column. The objective of this study is to evaluate the seismic performance of existing school buildings according to the procedure specified in ATC 63. Analytical models are proposed to simulate the structural behavior of columns, infill walls and their interaction. The accuracy of the proposed model is verified by comparing the analytical results with the experimental test results for one bay frames with and without infill walls with openings. For seismic performance evaluation, three story buildings are considered as model frames located at sites having different soil conditions ( ,  ,  ,  ,  ) in Korea. It is observed that columns behaves as a short columns governed by shear due to infill masonry walls with openings. The collapse probabilities of the frames under maximum considered earthquake ranges from 62.9 to 99.5 %, which far exceed the allowable value specified in ATC 63.

In this study, the seismic performance of RC school buildings which were not designed according to earthquake-resistance design code were evaluated by using response spectrum and push-over analyses. From the results of analysis, the efficiency of the seismic retrofitting methods RC shear wall, steel frame, RC frame and PC wing wall for existing RC school buildings was evaluated and analysised. The analysis result indicate that the inter-story drift concentrated in the first floor and most plastic hinge forms in the column of the first story. And results of analysis of the efficiency of the seismic retrofitting indicate that inter-story drift significantly reduced and ductile behavior is expected.

Over the past two decades a number of methodologies have been developed to efficiently evaluate seismic performance of existing buildings, which are briefly reviewed here. Building upon previous methodologies and experience using them as well as new lessons learned from earthquakes, FEMA-356 Prestandard and Commentary for the Seismic Rehabilitation of Buildings, is the latest method which is reviewed in some what more in depth in this paper. FEMA-356 methodology uses performance-based engineering concept and provides the user with means to evaluate buildings for various rehabilitation objectives. Rehabilitation objectives are based on building performance levels - such as collapse prevention, life safety, immediate occupancy, and operational levels - and earthquake hazard levels. The methodology addresses building performance according to the performance of both the building structural elements and as well as nonstructural components. The structural elements and components are grouped to primary and secondary components. The primary components are those that provide the capacity of structure to resist collapse and secondary components are all other components that affect the lateral stiffness or distribution of forces in the structure. The primary and secondary components are evaluate dusing different acceptance. The hazard may be defined via published hazard maps and standard response spectrum fOTIns or via site-specific earthquake hazard assessment. The application of the FEMA-356 is demonstrated here by evaluating an existing concrete frame with steel roof building.

This study researched problems of safety inspection method and current legislative system for the structure safety evaluation of Rahmen structure affected by remodeling. The elements of weight increase were examined in terms of differences of load moment, shear force, compressive stress and amount of steel before and after remodeling by structure analysis. The thorough examination for impacts of weight increase is indispensable to change of use or extension.

내진성능평가 시스템은 구조시스템의 합리적인 분류, 적절한 평가 기준, 그리고 종합적인 평가방법을 포함하여야한다. 외국의 현행 내진성능 평가방법은 데이터의 수집과 주요 평가 항목을 위한 약산식 그리고 평가 점수를 이용하여 전문가의 판단에 근거한 평가 방법을 제시하고 있다. 본 연구는 국내 건축구조물에 예비 내진평가 방법에 중점을 두고 퍼지추론 시스템에 근거한 내진평가방법의 전형을 개발한다. 평가항목의 위계는 건무의 수직, 수평방향을 불규칙성, 비대칭성, 여용성, 그리고 건물 연한을 포함한 전체적인 특성과 부재 단계에서의 상세한 평가 항목으로 구성한다. 퍼지추론방법에 대한 기존의 연구결과를 근허가혀 이용한 내진성능 평가방법에 적절히 적용하기 위하여 4가지 주요 모듈을 설정한다. (1) 퍼지 입력 (2) 퍼지에 근거한 규칙기반 (3) 퍼지추론, 그리고 (4) 퍼지출력으로 구성된다. 더욱이 개별적인 성능 수준에 종합적인 평가지수를 끌어내기 위하여 퍼지추론방법을 적용하였다.

본 연구는 해외각국의 RC건물의 내진화기술 가운데, 일본의 기존 RC건물에 대한 내진성능의 평가수법인 내진진단규준의 현황을 소개함과 동시에 그 적용사례 및 지진대책에의 활용가능성을 분석검토하여, 향후 한국실정에 맞는 RC건물의 내진화기술의 개발에 기초적인 자료로서 활용하고자 하는 것이 주목적이다. 이를 위해 본 연구에서는 일본의 동경도에서 최근 실시되어진 지진경험이 없는 RC건물의 내진성능을 내진진단규준에 의한 진단결과인 구조내 진지표(Is)치를 중심으로 통계학적으로 분석하여, 이미 조사되어진 타 지역의 내진성능과 비교검토하였고, 또한 확률론에 입각하여 대상지역의 Is치의 분포특성과 이미 지진 피해를 받은 지역 건물의 Is치 분포특성을 비교검토하여 지진피해율을 추정하였다. 본 연구의 결과는 지진에 대한 보강건물의 효율적인 선정 등, 지진대책에 기본적인 자료로서 활용이 가능하며, 또한 일본의 내진성능 평가방법, 통계학적인 분석방법, 확률론에 입각한 지진피해율 평가방법 등의 방법론은 향후 한국의 RC건물에 대한 내진화기술의 개발에 활용이 가능하다고 사료된다.