• Title, Summary, Keyword: building frame system

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Structural Cost Optimization for Building Frame System Using High-Strength Steel Members (고강도 강재를 사용한 건물골조방식 구조물의 구조비용 최적화)

  • Choi Sang-Hyun;Kwon Bong-Keun;Kim Sang-Bum;Seo Ji-Hyun;Kwon Yun-Han;Park Hyo-Seon
    • Proceedings of the Computational Structural Engineering Institute Conference
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    • pp.541-548
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    • 2006
  • This study presents a structural cost optimization method for building frame system using high-strength steel members. In, this optimization method, the material cost of steel member is involved in objective function to find the optimal cost of building frame systems. Genetic Algorithm is adopted to optimizer to find structural cost optimization. The proposed adapted to structural design of 3.5 stories example buildings with buildings frame systems. As a result, The proposed optimization method can be effectively adapted to cost optimization of building frame systems using high-strength steel members.

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Progressive collapse analysis of two existing steel buildings using a linear static procedure

  • JalaliLarijani, Reza;Celikag, Murude;Aghayan, Iman;Kazemi, Mahdi
    • Structural Engineering and Mechanics
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    • v.48 no.2
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    • pp.207-220
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    • 2013
  • In this study, the vulnerability of two existing asymmetric steel building frames to Progressive Collapse (PC) is assessed. The buildings have different frame systems, steel sections and number of stories (nine and six). An alternate path method (APM) with a linear static analysis (LS) is carried out according to General Services Administration (GSA) 2003 guidelines. The Demand Capacity Ratio (DCR) of each primary element (beams and columns) is given with its specific details for all frames. The results show that the nine-story building with a dual frame system (moment frame with bracing system) has a lower susceptibility and greater resistance to PC than the six-story building with a simple building frame system (gravity system with bracing system). Implementing built-up box-shaped sections for columns is a better choice than using built-up I-shaped sections because there is no weak axis for the box section.

Some Critical Problems in Seismic Design of High-Rise RC Building frame Systems (고층 RC 건물골조시스템의 내진설계상 몇 가지 주요 문제점)

  • Lee Han-Seon;Jeong Seong-Wook;Ko Dong-Woo
    • Journal of the Korea Concrete Institute
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    • v.17 no.5
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    • pp.727-734
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    • 2005
  • High-rise residential buildings these days tend to adopt a building frame system as primary earthquake resisting structural system for some architectural reasons. But there exist several ambiguities in designing such building frame systems according to current codes with regards to : the effective stiffness property of RC cracked section in static and dynamic analyses, analytical model to evaluate story drift ratio, and deformation compatibility requirements of frames. The comparative study for these issues by appling KBC 2005 to a typical building frame system shows that demands of member strength and story drift ratio can be different significantly depending on engineer's Interpretation and application of code requirements. And a building frame system can be noneconomical, compared with the dual system, because of higher demands on strength or ductility in both frames and shear walls.

Problems in Seismic Design of High-Rise RC Building Frame Systems (초고층 건물골조 시스템의 내진설계상 문제점)

  • Lee, Han-Seon;Jung, Sung-Wook;Ko, Dong-Woo
    • Proceedings of the Earthquake Engineering Society of Korea Conference
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    • pp.195-202
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    • 2005
  • High-rise residential buildings in these days tend to adopt a building frame system as primary earthquake resisting structural system for some architectural reasons. But there exist several ambiguities in designing such building frame systems according to current codes, with regards to : the effective stiffness property of RC cracked section in static and dynamic analyses, analytical model to evaluate story drift ratio and, deformation compatibility requirements of frames. The comparative study for these issues by appling IBC 2000 and KBC 2005 to a typical building frame system shows that demands of member strength and story drift ratio can be different significantly depending on designer's interpretation and application of code requirements.

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Proposal for Optimal Outrigger Location Considering Stiffness of Frame (프레임의 강성을 고려한 최적 아웃리거 위치의 제안)

  • Kim, Hyong-Kee
    • Journal of the Architectural Institute of Korea Structure & Construction
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    • v.35 no.9
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    • pp.183-190
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    • 2019
  • This paper intended to propose the optimal outrigger position in tall building. For this purpose, a schematic structure design of 70 stories building was accomplished by using MIDAS-Gen. In this analysis research, the key variables were the stiffness of outrigger, the stiffness of frame, the stiffness of shear wall, the stiffness of exterior column connected in outrigger and the outrigger location in height. With the intention of looking for the optimum location of outrigger system in high-rise building, we investigated the lateral displacement in top floor. The study proposed the new method to predict the optimal location of outrigger system considering the frame stiffness. And it is verified that the paper results can be helpful in providing the important engineering materials for finding out the optimum outrigger position in tall building.

An Analysis of the Airtightness Performance and Heating Energy Demand According to Building Structural Characteristics -Focused on Newly Apartment Houses- (건물 구조 특성에 따른 기밀성능 및 난방 에너지 요구량 분석 - 신축 공동주택 중심으로 -)

  • Lee, Su-In;Kim, Jeong-Gook;Kim, Seo-Hun;Kim, Jong-Hun;Jeong, Hak-Geun;Jang, Cheol-Yong
    • KIEAE Journal
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    • v.15 no.2
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    • pp.109-115
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    • 2015
  • Purpose: The importance of building airtightness is increased as the demand and expectation of building energy efficiency is growing. Previous research only focused on airtightness of building openings only to improve building airtightness. However, the analysis of difference of airtightness performance according to the characteristic of building structure has not been performed. Therefore, this study analyzed the difference of airtightness performance according to building structural characteristics in a number of ways. Method: Airtightness that are classified as rigid-frame type or wall type are measured and analyzed the difference of airtightness performance between rigid frame type apartments and wall type apartments. This study calculated the heating energy demand and quantitatively analysis using ISO 13790. Futhermore, this study compared research trend of domestic airtightness performance with airtightness standards of the developed countries based on the field measurement. Result: Airtight performance of wall type is better than rigid frame type in terms of energy saving. The difference of heating energy demand between wall type and rigid frame type was $8.14kWh/m^2yr$.

Forced Vibration Testing of Full-scale Non-seismic Reinforced Concrete Frame Structure Retrofitted Using FRP Jacketing System (FRP자켓 시스템이 보강된 비내진 철근콘크리트 골조의 실물 크기 강제 진동 실험)

  • Shin, Jiuk
    • Journal of the Earthquake Engineering Society of Korea
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    • v.22 no.5
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    • pp.281-289
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    • 2018
  • Existing reinforced concrete building structures have seismic vulnerabilities due to their seismically-deficient details resulting in non-ductile behavior. The seismic vulnerabilities can be mitigated by retrofitting the buildings using a fiber-reinforced polymer column jacketing system, which can provide additional confining pressures to existing columns to improve their lateral resisting capacities. This study presents dynamic responses of a full-scale non-ductile reinforced concrete frame retrofitted using a fiber-reinforced polymer column jacketing system. A series of forced-vibration testing was performed to measure the dynamic responses (e.g. natural frequencies, story drifts and column/beam rotations). Additionally, the dynamic responses of the retrofitted frame were compared to those of the non-retrofitted frame to investigate effectiveness of the retrofit system. The experimental results demonstrate that the retrofit system installed on the first story columns contributed to reducing story drifts and column rotations. Additionally, the retrofit scheme helped mitigate damage concentration on the first story columns as compared to the non-retrofitted frame.

Housing Market and Opportunities for Wood Frame Housing in Korea (우리나라의 주택시장구조(住宅市長構造)와 목조주택개발(木造住宅開發))

  • Park, Moon-Jae;Kim, Wae-Jung;Han, Kap-Joon
    • Journal of the Korean Wood Science and Technology
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    • v.19 no.3
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    • pp.45-52
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    • 1991
  • To investigate opportunities for wood frame housing and to activate wood frame house construction, trends of construction activities. preference about housing, and building codes related to wood frame housing were discussed. And two models of wood frame house were developed and construction cost was analyzed to compare with comparative masonry houses. The results obtained were as follows: 1. While 77.8% of people prefer single-family houses, majority of people(74.9%), ironically, possess multi-family houses such as apartments Wood work cost was ratio of 4% of total building cost. while wood material cost accounted merely for 11 % out of total building material cost. 2. Building code was not major barrier to residential house at height under 13m. The building code regulated major structural member and family boder wall of multi-family house to be built with fire retardant material. 3. The proper wood frame house was analyzed of town house or villa type locating in suburban of big city with hot ondol system for the upper middle class. 4 There was no difference in construction cost between western style wood frame house and comparable masonry house, but construction cost for Korean style wood frame house is 27% higher than that of comparable masonry house. It was necessary to reduce materials and cost down by prefabrication technique for both style of wood frame house.

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Seismic response analysis of RC frame core-tube building with self-centering braces

  • Xu, Long-He;Xiao, Shui-Jing;Lu, Xiao
    • Structural Monitoring and Maintenance
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    • v.5 no.2
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    • pp.189-204
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    • 2018
  • This paper examines the seismic responses of a reinforced concrete (RC) frame core-tube building with pre-pressed spring self-centering energy dissipation (PS-SCED) braces. The PS-SCED brace system consists of friction devices for energy dissipation, pre-pressed combination disc springs for self-centering and tube members as guiding elements. A constitutive model of self-centering flag-shaped hysteresis for PS-SCED brace is developed to better simulate the seismic responses of the RC frame core-tube building with PS-SCED braces, which is also verified by the tests of two braces under low cyclic reversed loading. Results indicate that the self-centering and energy dissipation capabilities are well predicted by the proposed constitutive model of the PS-SCED brace. The structure with PS-SCED braces presents similar peak story drift ratio, smaller peak acceleration, smaller base shear force and much smaller residual deformations as compared to the RC frame core-tube building with bucking-restrained braces (BRBs).

Design of RC dual system building using special seismic detail (내진특수상세를 적용한 RC 이중골조 건물의 설계)

  • Lee, Han-Seon;Ko, Dong-Woo;Sun, Sung-Min
    • Proceedings of the Korea Concrete Institute Conference
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    • pp.190-193
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    • 2006
  • The definition of the Dual system is that the total seismic force resistance is to be provided by the combination of the moment frame and the shear walls or braced frames in proportion to their stiffness and the moment frame shall be capable of resisting at least 25% of the design force in Korean Building Code 2005 (KBC 2005). But, the definition of moment frame is ambiguous whether the moment frame include the imaginary columns in the shear wall (Case I) or include only the columns outside the shear wall (Case II). 60-story RC building was designed as dual system for Case I and Case II, and the required strength and reinforcement are compared. Moment and axial capacity of the shear wall of Case II decreased about 5% due to the absence of the column in the shear wall. The requirement of upper and bottom reinforcement of slab in Case II increased 13% and 40%, respectively, when compared to those of Case I. The required longitudinal reinforcement in columns for Case II is about 1.5 times larger than that of Case I.

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