• International Journal of Concrete Structures and Materials
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• 제7권3호
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• pp.183-191
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• 2013

Prestress losses assumed for bridge girder design and deflection analyses are dependent on the concrete modulus of elasticity (MOE). Most design specifications, such as the American Association of State Highways and Transportation Officials (AASHTO) bridge specifications, contain a constant value for the MOE based on the unit weight of concrete and the concrete compressive strength at 28 days. It has been shown in the past that that the concrete MOE varies with the age of concrete. The purpose of this study was to evaluate the effect of a time-dependent and variable MOE on the prestress losses assumed for bridge girder design. For this purpose, three different variable MOE models from the literature were investigated: Dischinger (Der Bauingenieur 47/48(20):563-572, 1939a; Der Bauingenieur 5/6(20):53-63, 1939b; Der Bauingenieur, 21/22(20):286-437, 1939c), American Concrete Institute (ACI) 209 (Tech. Rep. ACI 209R-92, 1992) and CEB-FIP (CEB-FIP Model Code, 2010). A typical bridge layout for the Dallas, Texas, USA, area was assumed herein. A prestressed concrete beam design and analysis program from the Texas Department of Transportation (TxDOT) was utilized to determine the prestress losses. The values of the time dependent MOE and also specific prestress losses from each model were compared. The MOE predictions based on the ACI and the CEB-FIP models were close to each other; in long-term, they approach the constant AASHTO value. Dischinger's model provides for higher MOE values. The elastic shortening and the long term losses from the variable MOE models are lower than that using a constant MOE up to deck casting time. In long term, the variable MOE-based losses approach that from the constant MOE predictions. The Dischinger model would result in more conservative girder design while the ACI and the CEB-FIP models would result in designs more consistent with the AASHTO approach.

• 대한토목학회논문집
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• 제13권4호
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• pp.39-49
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• 1993

전단변형(剪斷變形) 효과(效果)가 고려되는 공간(空間)뼈대 구조(構造)의 기하학적(幾何學的)인 비선형(非線形) 해석(解析)을 수행하기 위한 두 가지 방법 즉, 유한분절법(有限分節法)과 유한요소법(有限要素法)을 제시한다. 유한분절법(有限分節法)의 경우에는 평형방정식(平衡方程式)을 직접(直接) 적분(積分)하므로써 휨과 비틂거동(擧動)에 대한 엄밀(嚴密)한 접선강도(接線剛度) 매트릭스가 유도되는 반면에 유한요소법(有限要素法)의 경우에는 전단변형(剪斷變形)을 고려하는 Hermitian 다항식(多項式)을 형상함수(形狀函數)로 사용하므로써 탄성(彈性) 및 기하적(幾何的)인 강도(剛度)매트릭스가 산정된다. 또한 축방향력(軸方向力)이 영(零)인 경우에 휨 및 비틂거동으로 인한 부재양단의 길이변화를 보정하는 Bowing 함수와 불평형하중의 산정방법을 제시한다. 선택된 예제(例題)들을 해석(解析)한 결과들과 다른 문헌(文獻)의 결과들을 비교, 검토하므로써 본(本) 논문(論文)에서 제시된 이론(理論)의 정당성(正當性)을 입증(立證)한다.

• 한국구조물진단유지관리공학회 논문집
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• 제22권6호
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• pp.72-80
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• 2018

본 연구는 기계주입 방식으로 간단히 재충전 할 수 있는 TPS 공법을 사용하여 실제 건설현장에 적용한 후 콘크리트 균열에 미치는 영향을 알아보고자 하였는데, 그 결과를 요약하면 다음과 같다. 먼저, 초음파 속도의 경우 TPS 공법을 사용하였을 시 주사기 공법에 비해 평균 약 36 mm/sec로 초음파가 빠른 속도로 통과하는 것을 알 수 있었고, 주입깊이의 경우 주사기 공법에서는 부분 충전되는 것을 확인하였으나 TPS 공법의 경우 강한 주입 압력으로 모든 배합에서 보수재가 100% 충전되는 우수한 경향을 나타내었다. 또한, 압축강도의 경우는 TPS 공법 사용 시 평균 16.8 % 증가하는 것으로 나타나 구조적으로 우수한 것으로 나타났다. 이상을 종합하면 주사기 공법에 비해 TPS 공법을 사용하였을 시 균열부위에 주입재가 밀실하게 충전되어 강도 증진으로 인한 품질 향상 및 확인창 설치로 인한 균열보수제의 거동이 확인 가능하다. 또한, TPS 공법 시공구간 532 m에 대하여 약 5일의 공사 기간이 단축됨에 따라 시공성이 우수하여 콘크리트 구조물에 균열 보수공법으로 사용성이 확대될 것으로 기대된다.

• 대한수의학회지
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• 제16권1호
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• pp.11-25
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• 1976

Studies on pathogenicities and developmental stages of Nosema apis (Zander, 1909) were carried out through artificial infection to Nosema free honey bees with various levels of spores isolated from local honey bee colony. The results obtained were summarized as follows: 1. The clinical symptoms were observed as dysentery, enteritis of mid-gut (enlargement and decoloration), crawling posture and shortening of the longevity of worker bees in the rearing honey bee colony inoculated with the spores. 2. Number of spores harvested from laboratory rearing honey bees were progresively increased to 4 weeks after inoculation. The regression equations and coefficients of correlations to various spore levels were as follows in each treatment colony. Colony 1. ($$1,000{\times}10^4spores/ml$$) $$y_{c1}=471{\times}10^{4}x+454{\times}10^4(r=0.65^*$$) Colony 2. ($$500{\times}10^4spores/ml$$) $$y_{c2}=340{\times}10^{4}x+207.8{\times}10^4(r=0.99^{**}$$) Colony 3. ($$100{\times}10^4spores/ml$$) $$y_{c3}=150{\times}10^{4}x+84.2{\times}10^4(r=0.99^{**}$$) Colony 4. ($$10{\times}10^4spores/ml$$) $$y_{c4}=13.8{\times}10^{4}x+13{\times}10^4(r=0.98^{**}$$) 3. Average longevity of worker bees artificially infected with Nosema apis was shortened as 21.7~43.8% compare to the control. (p<.05, p<.01) 4. The spores which were isolated from honey bee colony infected with Nosema disease were ovoid or spherical form, and measured, as a rule, from $4.7{\mu}m$ to $6.1{\mu}m$ (mean $5.3{\mu}m$) in length and from $2.4{\mu}m$ to $3.2{\mu}m$ (mean $2.9{\mu}m$) in width. 5. In the mid-gut of honey bees, the spore was progresively germinated and became trophozoite stage. The trophozoites were grown to meronts and their binary fission were begun. The divided two sporoblasts were developed to the spores which had elastic membrane. The new spores were shed in excreta of honey bees 10~15 day after inoculation at $25{\pm}2$ centigrade. 6. The ultrastructure of spore membrane consisted of three layers, such as, outer, middle and inner layer. The sporoplasm consisting lamellar structure occupied only anterior part of the spore and was often extended to posterior direction where definite vacuoles and a polar filament was able to detect.