• Journal of the Korea Concrete Institute
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• v.17 no.6 s.90
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• pp.903-910
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• 2005

In recent years, fiber reinforced polymer(FRP) plates have shown a great promise as an alternative to steel plates for reinforced concrete beam rehabilitation. Reinforced concrete beams strengthened with externally bonded FRP sheets to the tension face can exhibit ultimate flexural strengths several times greater than their original strength if their bond strength is enough. Debonding failure, however, may occur before the strengthened beam can achieve its enhanced flexural strength. The purpose of this paper is to investigate the debonding failure strength of FRP-strengthened reinforced concrete beams. An analytical procedure for calculating debonding load between concrete and strengthening FRP is presented. Based on the local bond stress-slip relationship in the previous studies, uniform bond stress is assumed on the effective bond length. The analytical expressions are developed from linear elastic theory and statistical analyses of experimantal results reported in the literature. The proposed method is verified by comparisons with experimental results reported in the previous researches.

• Journal of the Korea Concrete Institute
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• v.17 no.2 s.86
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• pp.213-220
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• 2005

Carbon fiber reinforced polymer (CFRP) sheets are becoming increasingly popular for strengthening deteriorated concrete bridges due to their excellent strength and stiffness-to-weight ratio, corrosion resistance, and convenience of construction work. The purpose of this study is to compare the performance of CFRP-strengthened reinforced concrete (RC) beams and to develop a new design formula. Simple beams with 3 m span length were tested to investigate the effect of reinforcing steel ratio and CFRP-reinforcing ratio on the flexural behavior of strengthened RC beams. The test results were analyzed with the special emphasis on the failure mode, the maximum load, and the strain distribution in the section. It is shown that the strain of the strengthened beams is not linearly distributed in the section. A new design formula based on the non-linear distribution of the strain has been derived and showed that it has a good agreement with the various domestic and foreign test results.

• Proceedings of the Korean Society for Agricultural Machinery Conference
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• 2017.04a
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• pp.62-62
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• 2017

모터와 스크류를 이용한 경량 식혈기를 처음으로 개발함에 따라 실제 산림의 식재 시험에서 발생될 수 있는 것은 감속기와 스크류의 연결부분의 파괴이다. 이 감속기 축의 파괴는 토양내부의 큰 자갈로 인해 스크류가 낄 경우 식재봉을 좌우로 흔들게 되면 가장 취약한 부분인 스크류와 감속기의 연결부위에 가장 강한 모멘트가 걸리게 된다. 물론 작업자의 부주위가 원인이기도 하지만 감속기(K6G30C. Korea)의 축 지름이 8mm이므로 식재봉을 좌우로 흔들면 굽힘파괴가 일어날 가능성이 높다. 감속기의 축이 파괴가 되지 않게 하는 방법은 재료의 강도가 높은 새로운 감속기를 찾은 일과 기존 감속기의 축을 굽힘응력에 안전하게 대응할 수 있게 설계를 하는 방법이 있다. 본 연구에서는 전자에 대한 조사와 동시에 후자에 대한 설계와 제작을 수행하여 기 제작된 경량식혈기와 비교 분석하였다. 스크류 축의 굽힘응력에 대한 대응 방법으로 감속기 축의 보강방법은 감속기 축에 식재봉으로 부터 굽힘응력이 직접 전달되지 않게 하기 위해 모터 하우징의 하부 위치에 감속기 축을 감싸는 Radial Bearing을 결합하였다. 그리고 스크류의 축은 상단의 지름을 크게 키운 상태로 감속기의 축에 연결하는 방법으로 설계하였다. 이때 식혈봉으로 부터 걸리는 모멘트는 스크류의 상단 지름에 걸리게 되는데 상단부는 모터 하우징의 하단과 단단하게 결합함으로써 감속기 축을 보호하게 되고 또한 감속기 축의 길이에서 Bearing과 스크류 상단부 큰 지름이 각각 반반씩 보호하는 형태로 설계하였다. 이와 같이 감속기의 축을 보강한 경우 종전의 식혈기보다 무게가 무거워지게 된다. 즉, 1차 식혈기 무게는 3.38kgf, 2차 시작기는 3.28kgf, 축 강도가 보강된 3차 시작기는 무게가 3.87kgf로 증가되었다. 따라서 종전보가 약 600g 증가되어 다소 무거운 느낌이 들었다. 여기서 리듐 폴리머 배터리와 가방의 무게 3.23kgf를 부가하면 1차, 2차, 3차 시작기의 무게는 각각 6.61kgf, 6.51kgf, 7.1kgf로 나타났다. 따라서 굽힘응력에 대한 보강의 방안으로 설계된 무게 과다가 현장 시험에서 작업자의 피로도 증가와 작업의 비효율성이 예상되어 포트묘의 현장 식재시에 이에 대한 평가를 수행하여 비교 분석할 예정이다.

• Journal of the Korea Concrete Institute
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• v.22 no.4
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• pp.519-525
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• 2010

Data from beam-based bond tests for FRP bars in the literature were collected and regression analyses were conducted for the data of splitting failure. Average bond strengths obtained from splice tests were found to be lower and more affected by C/$d_b$ values than average bond strengths from anchorage tests, indicating needs of new design equation for the splice length of FRP bars based on the data of splice tests only. In addition, the variation of bond strengths was greater than that of tensile strengths of FRP bars and, therefore, a new safety factor should be involved for the design equation. Five percent fractile coefficients were used to develop the design equations based on the assumption that load and resistance factors for FRP reinforced concrete structures are same to the factors for steel reinforced concrete structures. The proposed design equations give economical and reliable lengths for development and splice of FRP bars. The proposed equation for splice provides shorter lengths than the ACI 440 equation in case of C/$d_b$ of 3.0 or greater. Because FRP bars are expected to be used in slabs and walls exposed to weather with thick cover and large spacing between bars, the proposed equation gives optimal splice lengths.

• Journal of the Korean Geotechnical Society
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• v.17 no.4
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• pp.15-25
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• 2001

본 고에서는 블록식 보강토 옹벽의 지진시 거동에 관한 유한요소해석 결과를 다루었다. 보강토 옹벽의 지진시 변위거동을 검토한 결과 벽체저부를 지점으로 하는 캔틸레버형태의 변위 거동을 보였으며 따라서 옹벽 상단부에서의 보강재 인장력 증가가 현저하게 나타나 벽체전반에 걸친 분포양상은 균등한 경향을 보였다. 한편, 지진하중으로 인한 증분유발인장력에 관하여 검토한 결과 기존의 보강토 옹벽 내진설계기준과 비교하여 정성.정량적인 측면에서 상당한 차이를 보였으며 내진설계기준이 전반적으로 과소평가 하는 것으로 나타났다. 아울러서, 내진설계측면에서 변위억제 방안에 관한 매개변수 연구결과 임의 조건에 있어서 최대의 보강효과를 나타내는 보강재 임계 강성과 포설길이가 존재하며 최적의 보강효과를 얻기 위해서는 이에 대한 종합적인 검토가 요구되는 것으로 나타났다. 본 고에서는 연구결과를 종합적으로 고찰하여 실무 적용관점에서의 주안점을 언급하였다.

• Journal of the Korean Society for Advanced Composite Structures
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• v.2 no.1
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• pp.23-29
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• 2011

This study investigates the axial behavior of CFRP strengthened circular CFT columns and proposes the design formula of CFRP strengthened circular CFT columns. 10 specimens were prepared and axial loading test were conducted to investigate the retrofitting effects of CFRP composites on CFT columns. The main parameters are the number of FRP sheets and D/t ratio. Test results showed that the CFRP retrofitting enhanced the load bearing capacity of the circular CFT columns. Finally, A ACI 440 code applied ultimate axial strength formula is proposed to predict the ultimate strength of CFRP strengthened circular CFT columns. The proposed formula are good agreement with the test results.

• Computational Structural Engineering
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• v.11 no.4
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• pp.267-274
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• 1998

본 연구에서는 기지개와 미시구멍으로 구성된 복합재료에 입자보강 복합재료의 등가 재료상수 예측기법인 평균장 근사이론과 등가원리를 적용하여 위상 최적화에 필요한 등가 재료상수와 설계변수와의 상관관계식을 유도하였다. 또한, 유도된 관계식에 중간값을 갖는 설계변수의 수를 줄이기 위하여 벌칙인자를 도입하였다. 그리고 본 연구의 타당성을 검증하기 위하여 벌칙인자가 도입된 위상 최적화문제를 순차이차계획법인 PLBA 알고리즘을 이용하여 해석하였다.

• Journal of the Korea Concrete Institute
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• v.15 no.1
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• pp.78-86
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• 2003

Reinforced concrete beams are often retrofitted with various FRP composite sheets. This paper is focused on the comparison of structural performance of various FRP sheets and proposal of the retrofitting design formula. Effects of the FRP kinds(AFRP, GFRP, CFRP) and the reinforcing steel ratio on behavior of the retrofitting beams are tested and analyzed with particular emphasis on the maximum load capacity, stiffness, and ductility. The experimental work included 4 point flexural testing of 3.2m span reinforced concrete beams with bonded external reinforcements. The results show that the difference of FRP kinds is not large and the flexural load capacity is mainly affected by stiffness of the retrofitting materials. This paper also proposes the design formula on the retrofitting reinforced concrete flexural members and checks with this experimantal work and previous research results.

• Proceedings of the Korea Concrete Institute Conference
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• 2008.04a
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• pp.185-188
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• 2008

Fiber reinforced polymer(FRP) bars are proving to be a valuable solution in the corrosion problem of steel reinforced concrete structures. As such, a number of guidelines for their use have been developed. These guidelines are primarily based on modifications to existing codes of practice for steel reinforced concrete structures. These guidelines are also similar in that though the design equations are presented in the partial factor formats that are often used in probability based design, they are not true probabilistic codes. Instead, they typically make use of already existing design factors for loads and resistances. Thus, when concrete structures reinforced FRP bars are designed, the structural reliability levels are not known. This paper investigates uncertainties of concrete beams reinforced with GFRP bars. Also, the structural reliability levels are evaluated for the flexural failure mode.

• Journal of the Korea Institute of Building Construction
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• v.9 no.6
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• pp.141-149
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• 2009

The objective of this study was to propose a development length equation for bottom and top GFRP bars. Including the bottom and top GRPP bars, a total of 104 modified pullout tests were completed. The test variables were embedment length (15, 30, 45db), net cover thickness (0.5~2.0db), different GFRP bar types, and bar diameters (10, 13, 16mm). The average bond stresses were determined based on the modified pullout test results. Two variable linear regression analyses were performed on the results of the average bond stresses. Utilizing the 5% fractile concept, a conservative development length design equation was derived. The design equation of the development length for bottom and top GFRP bars was proposed and the design equation derived in this study was compared to the ACI 440.1R-06 committee equation.