• Proceedings of the Korean Institute of Communication Sciences Conference
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• 2006.07a
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• pp.745-745
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• 2006

• 한국초전도학회:학술대회논문집
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• v.13
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• pp.27-27
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• 2003

• Proceedings of the Korea Concrete Institute Conference
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• 2005.11a
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• pp.209-212
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• 2005

This paper presents, basic concepts on deformation models for D-regions critical to shear. Strut-and-tie models are used to construct for deformation estimation at yielding and ultimate deformation. A generic: strut-and-tie model is proposed to investigate deformation patterns and failure mode identification. Superposition of the basic models enables us to explain deformation limits of arch action and truss action. Displacement at yielding is assessed by consideration of deformation of reinforcing steel only while the ultimate displacement is calculated by limits of ultimate strain of concrete in compression and failure mechanisms.

• Proceedings of the Korea Concrete Institute Conference
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• 2006.05a
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• pp.366-369
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• 2006

Deformability of RC members in shear is controlled by governing failure modes and material strength. Shear strength of members in D-regions has been explained by a direct load path (direct strut or arch action) and indirect load path (fan action or truss action). Indirect load path including truss action and fan action rely on bond along tension ties. Generally, superposition of two actions results in total shear strength when shear failure modes control. The ultimate deformation depends on controlling failure modes and thereby, their force transfer patterns. Proposed models are capable of explaining of limited deformability of RC members in D-regions.

• Proceedings of the Korea Concrete Institute Conference
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• 2006.05a
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• pp.398-401
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• 2006

This study investigates the behaviour of Hybrid Beam with reinforced concrete encased steel center and reinforced concrete end. Two types of encased steel shape and two sections are examined in this study. Test results showed that H-Hybrid beam is stronger than Honey-comb Hybrid beam, and the behaviour of composite beam embedded steel at the elastic state is same as that of simple beam.

• Proceedings of the Korea Concrete Institute Conference
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• 2009.05a
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• pp.111-112
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• 2009

A thick footing is a D-region and it cannot be designed according to Bernoulli's beam theory. Using a smeared nodal zone and a fan, the thick footing is modeled based on an actual stress flow. A design procedure for determining a depth of the footing and an amount and a development length of reinforcement is provided.

• Proceedings of the Korea Concrete Institute Conference
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• 2009.05a
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• pp.115-116
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• 2009

A new model which is able to understand the mechanical behavior is developed, based on investigating the theoretical background for design compressive strength in strut-and-tie model. A proposed model is an alternative method for engineers through analyzing the merits and demerits of the conventional models

• Proceedings of the Korea Concrete Institute Conference
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• 2008.11a
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• pp.843-846
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• 2008

Rationality of strength models for structural concrete depends on how to treat loads on boundaries and load paths within members. Differentiation between strut-and-tie models and stress fields approaches for shear strength models is discussed in this paper for salient use of current design formula in design code provisions. How to model configuration of loads and stress states along the boundary for the regions under provides a key to realistic construction of stress fields together with STM.

• Proceedings of the Korea Concrete Institute Conference
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• 2010.05a
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• pp.53-54
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• 2010

This study investigates stress analysis in nodal zone by using Complementary Pole Method (CPM). The CPM is convenient tools for the stress or strain analysis since it enables to express parallel directions of the normal stress or strain on the Mohr Circle. In this study, it is suggested to use of CPM to analysis stress or strain in the field of Concrete Plasticity.

• Proceedings of the Korea Concrete Institute Conference
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• 2010.05a
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• pp.3-4
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• 2010

Strength of PC walls with diagonal reinforcements can be obtained by using the section analysis. Deformation of the diagonal reinforcements is related to that of flexural reinforcement and makes the another tensile strength on the PC wall. Another tensile strength due to diagonal reinforcements is assumed to be 1/3 point of the distance between the flexural reinforcements.