• Structural Engineering and Mechanics
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• 제27권1호
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• pp.63-75
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• 2007

The code provisions on lap splices are critically assessed in the light of 203 beams without transverse reinforcement and 278 beams with transverse reinforcement. For comparison, the provisions given in the ACI 318, Eurocode 2, and TS 500 Codes are considered. The ACI Committee 408 recommended provision and a new proposal are also taken into account throughout the assessment. The comparison with real beam tests where the splice region was subjected to constant moment indicates that current provisions in the Codes do not agree acceptably with test results. The steel stress prediction graphs calculated by means of the Code provisions show high scatter and remain unsafe especially for test data without transverse reinforcement. Both the recent recommended provision by ACI Committee 408 and a new design expression proposed by the author have much less scatter with fewer unsafe predictions. The simplified design provision proposed by ACI Committee 408 does not yield similar results to that of the advanced design provision proposed by the same committee and therefore it could conveniently be replaced with the simpler equation proposed by the author.

• 한국지진공학회논문집
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• 제17권1호
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• pp.11-19
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• 2013

This research presents that seismic performance of steel moment resisting frame building designed by past provision(UBC, Uniform Building Code) before and after retrofitted with BRB (Buckling-Restrained Brace) was evaluated using response modification factor (R-factor). In addition, the seismic performance of the retrofitted past building was compared with that specified in current provision. The past building considered two different connections: bilinear connection, which was used by structural engineer for building design, and brittle connection observed in past earthquakes. The nonlinear pushover analysis and time history analysis were performed for the analytical models considered in this study. The R-factor was calculated based on the analytical results. When comparing the R-factor of the current provision with the calculated R-factor, the results were different due to the hysteresis characteristics of the connection types. After retrofitted with BRBs, the past buildings with the bilinear connection were satisfied with the seismic performance of the current provision. However, the past buildings with the brittle connection was significantly different with the R-factor of the current provision.

• Structural Engineering and Mechanics
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• 제48권6호
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• pp.833-848
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• 2013

Nine rectangular-section of High Strength Concrete(HSC) beams were designed and casted based on the American Concrete Institute (ACI) code provisons with varying of tensile reinforcement ratio as (${\rho}_{min}$, $0.2_{{\rho}b}$, $0.3_{{\rho}b}$, $0.4_{{\rho}b}$, $0.5_{{\rho}b}$, $0.75_{{\rho}b}$, $0.85_{{\rho}b}$, $_{{\rho}b}$, $1.2_{{\rho}b}$). Steel and concrete strains and deflections were measured at different points of the beam's length for every incremental load up to failure. The ductility ratios were calculated and the moment-curvature and load-deflection curves were drawn. The results showed that the ductility ratio reduced to less than 2 when the tensile reinforcement ratio increased to $0.5_{{\rho}b}$. Comparison of the theoretical ductility coefficient from CSA94, NZS95 and ACI with the experimental ones shows that the three mentioned codes exhibit conservative values for low reinforced HSC beams. For over-reinforced HSC beams, only the CSA94 provision is more valid. ACI bending provision is 10 percent conservative for assessing of ultimate bending moment in low-reinforced HSC section while its results are valid for over-reinforced HSC sections. The ACI code provision is non-conservative for the modulus of rupture and needs to be reviewed.

• 기술사
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• 제45권3호
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• pp.23-27
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• 2012

This tractate inform that the localization of equipment has led to strong competitiveness through enact a provision of electricity(KEC : Korea Electrical Code) made by Korea Electric Association.

• 한국중재학회지:중재연구
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• 제13권2호
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• pp.291-319
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• 2004

The seller may take a warranty with respect to the goods. If they are not as warranted, they may be held liable for the breach of warranty. Even when they has not made a warranty, the law will in some instances hold them responsible as though they had made a warranty. An express warranty is a part the basis for the sale. That is, the buyer has purchased the goods on the reasonable assumption that they were as stated by the seller. When the buyer intends to use the goods for a particular or usual purpose, as contrasted with the ordinary use for which they are customarily sold, the seller makes an implied warranty that the goods will be fit for the purpose when the buyer relies on the seller's skill or judgment to select or furnish suitable goods, and when the seller at the time of contracting knows or has reason to know the buyer's particular purpose and his reliance on the seller's judgment. A merchant seller who makes a sale of goods in which he customarily deals makes an implied warranty of merchantability. The Uniform Commercial Code expressly abolishes the requirement a privies to a limited extent by permitting a suit for breach of warranty to be brought against the seller by members of the buyer's family, his household, and his guests, with respect to personal injury sustained by them. Apart from the express provision made by the Code, there is a conflict of authority as to whether privies of contract is required in other cases, with the trend being toward the abolition of that requirement. At common law the rule was that only the parties to a transaction had my rights relating to it. Accordingly, the buyer could sue his immediate seller for breach of warranties. The rule was stated in the terms that there could be no suit for breach of warranty unless there was a privies of contract. The code expressly abolishes the requirement of privies to a limited extent by permitting a suit for breach of warranty to be bought against the seller by members of the buyer. Apart from the express provision made by the Code, there is a conflict of authority as to whether privies of contract is required in other cases, with the trend being toward the abolition of that requirement.

• 한국화재소방학회:학술대회논문집
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• 한국화재소방학회 2008년도 춘계학술논문발표회 논문집
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• pp.238-241
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• 2008

In this paper, provisions related with the seismic design and equipments of fire protection system are being considered. The provisions from various international codes on seismic design fire protection system were reviewed. The codes, reviewed are, Japanese code, NFPA guideline and Korean code. It is noted that all the codes excepted to korean code consider earthquake effect to evaluate seismic forces and behaviors. But, korean provision are not covered in seismic response in all. A brief description on limitations in korean code is also presented.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 1999년도 학회창립 10주년 기념 1999년도 가을 학술발표회 논문집
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• pp.407-410
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• 1999

An experimental investigation to study the behavior of low rise structural walls using high strength concrete is presented. The test parameter included in the study were the level of constant axial load. The shear strength of walls is predicted by the design provision given in the current the American Concrete Institute Building Code ACI 318-95 and Architectural Institute Japan Code AIJ. The predictions are compared with the test results reported herein as well as those available in the literature.

• 한국산학기술학회논문지
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• 제15권1호
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• pp.377-385
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• 2014

본 연구에서는 국제기능장애건강분류체계인 ICF 코드와 국제표준위원회 재활보조기기 분류체계인 ISO 9999의 코드 매칭을 활용한 재활 보조기기 사용자 맞춤형 정보 지원 시스템 구축에 활용할 수 있는 모바일 어플리케이션과 시각장애인을 대상으로 한 사용성 평가를 조사하였다. 장애인의 일상생활에서의 어려움을 분석하여 기능을 보다 향상시키고 어려움을 경감시킬 수 있도록 개인적 특성과 기기의 장점을 서로 매칭시켜 주는 모바일 어플리케이션은 10명의 시각장애인을 대상으로 사용성 평가를 실시한 결과 본 연구에서 개발된 ICF 코드를 활용한 모바일 어플리케이션이 온라인 의 기존 재활보조기기 신청 방식보다 효과적인 것으로 나타났다. 결과 분석은 대응표본 t-검정을 수행하였으며 신뢰수준 95%를 기본값으로 하였다. 본 연구를 통해 도출된 프로토 타입 개발에 사용된 원천 기술은 온라인 클라우드 정보 기반 서비스로 확장할 수 있으며 관련 산업 및 시장의 활성화를 촉진 시킬 수 있을 것이다.

• Earthquakes and Structures
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• 제10권1호
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• pp.191-209
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• 2016

Seismic codes are the best available guidance on how structures should be designed and constructed to ensure adequate resistance to seismic forces during earthquakes. Seismic provisions of Indian standard code, International building code and European code are applied for buildings with ordinary moment resisting frames and reinforced shear walls at various locations considering the effect of site soil conditions. The study investigates the differences in spectral acceleration coefficient ($S_a/g$), base shear and storey shear obtained following the seismic provisions in different codes in the analysis of these buildings. Study shows that the provision of shear walls at core in low rise buildings and at all the four corners in high rise buildings gives the least value of base shear.

• Earthquakes and Structures
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• 제8권2호
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• pp.463-484
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• 2015

Modern codes for earthquake resistant building design require consideration of the so-called accidental design eccentricity, to account for torsional response caused by several factors not explicitly considered in design. This provision requires that the mass centres in the building floor be moved a certain percentage of the building's dimension (usually 5%) along both the x and y axes and in both positive and negative directions. If one considers also the spatial combinations of the two component motion in a dynamic analysis of the building, the number of required analyses and combinations increases substantially, causing a corresponding work load increase for practicing structural engineers. Another shortcoming of this code provision is that its introduction has been based primarily on elastic results from investigations of oversimplified, hence questionable, one story building models. This problem is addressed in the present paper using four groups of eccentric braced steel buildings, designed in accordance with Eurocodes 3 (steel) and 8 (earthquake design), with and without accidental eccentricities considered. The results indicate that although accidental design eccentricities can lead to somewhat reduced inelastic response demands, the benefit is not significant from a practical point of view. This leads to suggestions that accidental design eccentricities should probably be abolished or perhaps replaced by a simpler and more effective design provision, at least for torsionally stiff buildings that constitute the vast majority of buildings encountered in practice.