• Journal of the Korean Institute of Rural Architecture
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• v.13 no.3
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• pp.83-90
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• 2011

The purpose of this study is to analyze size and proportion of plan and section, and derive characteristics by types of worship-space in central hall of buddhist temple. This study covers 45 buddhist temples as designated national treasure and treasure. Types of central hall of buddhist temple are 'Columnless Type', 'Inner Column Type', and 'Colonnade Type'. The results are as follows. Firstly, in the proportion of width and length, 'Columnless Type' is mostly represented with 1:0.73, 'Inner Column Type' with 1:0.54 and seems to be widening for the other types, and 'Colonnade Type' is same proportion with 'Columnless Type'. Secondly, in the proportion of width and height, 'Columnless Type' is 1:0.61 and sizes of worship-space of this type are different but the proportion is same. In the 'Inner Column Type', worship-space is enlarged because a buddhist altar is hustled into the rear. Thirdly, in the proportion of length and height, all types are represented with similar proportion as 1:1. Finally, proportion of the volume of worship-space in 'Columnless Type' is 1(width):0.74(length):0.60(height). The case of 'Inner Column Type' is 1:0.57:0.57 and length of worship-space is shortened, so characteristics of horizontality is emphasized. The space of same size with the proportion of 'Columnless Type' is situated in the inside of worship-space in 'Colonnade Type'.

• Korean Journal of Veterinary Research
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• v.28 no.2
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• pp.213-219
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• 1988

The measurement was investigated with 18 heads of fetus(60, 90, 120 days of gestation) and neonate in Korean native goats. The results were summerized as follows: 1. The crown-rump length of fetuses at 60, 90, 120 days of gestation and neonate was 8.71, 20.83, 31.10 and 34.93 cm, respectively. 2. The length of small intestine at 60, 90, 120 days of gestation and neonate was 32.28, 157.10, 303.52 and 457.06 cm, respectively. 3. The length of large intestine at 60, 90, 120 days of gestation and neonate was 9.20, 37.70, 82.06 and 94.46 cm, respectively. 4. The ratio of intestinal length to crown-rump length at 60, 90, 120 days of gestation and neonate was 4.76, 9.45, 12.40 and 15.79 times, respectively. 5. At 60 days of gestation, the total length of the vertebral column was $7.40{\pm}0.72cm$, The mean length of each segment of the vertebral column was $1.55{\pm}0.20cm$ in cervical, $2.29{\pm}0.21cm$ in thoracic, $1.46{\pm}0.10cm$ in lumbar, $0.51{\pm}0.04cm$ in sacral and $1.59{\pm}0.17cm$ in coccygeal vertebrae. 6. At 90 days of gestation, the total length of the vertebral column was $16.52{\pm}0.80cm$. The mean length of each segment of the vertebral column was $3.72{\pm}0.12cm$ in cervical, $5.09{\pm}0.26cm$ in thoracic, $3.22{\pm}0.04cm$ in lumbar, $1.97{\pm}0.03cm$ in sacral and $2.64{\pm}0.35cm$ in coccygeal vertebrae. 7. At 120 days of gestation, the total length of the vertebral column was $26.35{\pm}0.34cm$. The mean length of each segment of the vertebral column was $6.09{\pm}0.16cm$ in cervical, $7.81{\pm}0.07cm$ in thoracic, $5.08{\pm}0.07cm$ in lumbar, $3.07{\pm}0.02cm$ in and $4.31{\pm}0.02cm$ in coccygeal vertebrae. 8. In the neonate, the total length of the vertebral column was $32.41{\pm}1.57cm$. The mean length of each segment of vertebral was $7.70{\pm}0.25cm$ in cervical, $9.97{\pm}0.68cm$ in thoracic, $5.58{\pm}0.44cm$ in lumbar, $3.85{\pm}0.15cm$ in sacral and $5.05{\pm}0.06cm$ coccygeal vertebrae. 9. The chest girth at 60, 90, 120 days of gestation and neonate was $6.13{\pm}0.51$, $13.45{\pm}0.84$, $20.28{\pm}1.53$ and $22.94{\pm}1.75cm$, respectively. 10. The head length at 60, 90, 120 days of gestation and neonate was $2.93{\pm}0.07$, $6.67{\pm}0.13$, $8.84{\pm}0.51$ and $9.76{\pm}0.44cm$, respectively. 11. The width of the head at 60, 90, 120 days of gestation and neonate was $2.20{\pm}0.13$, $4.45{\pm}0.11$, $5.33{\pm}0.20$ and $5.51{\pm}0.32cm$, respectively.

• Structural Engineering and Mechanics
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• v.19 no.6
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• pp.679-705
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• 2005

This paper presents a practical method to evaluate the effective length factors for columns in multi-storey unbraced frames based on the concept of storey-based elastic buckling by means of decomposing a multi-storey frame into a series of single-storey partially-restrained (PR) frames. The lateral stiffness of the multi-storey unbraced frame is derived and expressed as the product of the lateral stiffness of each storey. Thus, the stability analysis for the multi-storey frame is conducted by investigating the lateral stability of each individual storey, which is facilitated through decomposing the multi-storey frame into a series of single-storey PR frames and applying the storey-based stability analysis proposed by the authors (Xu and Liu 2002) for each single-storey PR frame. Prior to introducing decomposition approaches, the end rotational stiffness of an axially load column is derived and rotational stiffness interaction between the upper and lower columns is investigated. Three decomposition approaches, characterized by means of distributing beam-to-column rotational-restraining stiffness between the upper and lower columns, are proposed. The procedure of calculating storey-based column effective length factors is presented. Numerical examples are then given to illustrate the effectiveness of the proposed procedure.

• Journal of the Korean Society of Propulsion Engineers
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• v.7 no.1
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• pp.28-39
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• 2003

Effects of the orifice internal flow such as cavitation and hydraulic flip on transverse injection into subsonic crossflows have been studied. The liquid column breakup length and the liquid column trajectory were measured by changing the orifice diameter (d), the orifice length/orifice diameter (L/d), the injection pressure and the shapes (sharp and round) of orifice entrance, and were compared with previous results. It is found that cavitation bubbles, which occur inside the sharp-edged orifice, make the liquid jet very turbulent and especially in the orifices with L/d ＝ 5 hydraulic flip appear as cavitation bubbles are emitted from the orifice. The breakup length is shorter as cavitation bubbles grows and hydraulic flip appears. However, the liquid column trajectories normalized by the effective diameter and the effective momentum ratio have a similar tendency irrespective of cavitation and hydraulic flip.

• Structural Engineering and Mechanics
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• v.72 no.3
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• pp.367-382
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• 2019

This paper presents experimental and analytical investigations on additional fixed-end rotations resulting from the strain penetration of high-strength reinforcement in reinforced concrete (RC) beam-column connections under monotonic loading. The experimental part included the test of 18 interior beam-column connections with straight long steel bars and 24 exterior beam-column connections with hooked and headed steel bars. Rebar strains along the anchorage length were recorded at the yielding and ultimate states. Furthermore, a numerical program was developed to study the effect of strain penetration in beam-column connections. The numerical results showed good agreement with the test results. Finally, 87 simulated specimens were designed with various parameters based on the test specimens. The effect of concrete compressive strength ($f_c$), yield strength ($f_y$), diameter ($d_b$), and anchorage length ($l_{ah}$) of the reinforcement in the beam-column connection was examined through a parametric study. The results indicated that additional fixed-end rotations increased with a decrease in $f_c$ and an increase in $f_y$, $d_b$ and $l_{ah}$. Moreover, the growth rate of additional fixed-end rotations at the yielding state was faster than that at the ultimate state when high-strength steel bars were used.

• Steel and Composite Structures
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• v.25 no.5
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• pp.603-615
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• 2017

This experimental research presents the seismic performance of steel reinforced high-strength concrete (SRHC) short columns. Eleven SRHC column specimens were tested under simulated earthquake loading conditions, including six short column specimens and five normal column specimens. The parameters studied included the axial load level, stirrup details and shear span ratio. The failure modes, critical region length, energy dissipation capacity and deformation capacity, stiffness and strength degradation and shear displacement of SRHC short columns were analyzed in detail. The effects of the parameters on seismic performance were discussed. The test results showed that SRHC short columns exhibited shear-flexure failure characteristics. The critical region length of SRHC short columns could be taken as the whole column height, regardless of axial load level. In comparison to SRHC normal columns, SRHC short columns had weaker energy dissipation capacity and deformation capacity, and experienced faster stiffness degradation and strength degradation. The decrease in energy dissipation and deformation capacity due to the decreasing shear span ratio was more serious when the axial load level was higher. However, SRHC short columns confined by multiple stirrups might possess good seismic behavior with enough deformation capacity (ultimate drift ratio ${\geq}2.5%$), even though a relative large axial load ratio (= 0.38) and relative small structural steel ratio (= 3.58%) were used, and were suitable to be used in tall buildings in earthquake regions.

• Proceedings of the Korean Geotechical Society Conference
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• 2008.03a
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• pp.1132-1143
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• 2008

A single Column/Shaft which extended the pile to the column of the bridge with same diameter has better safety and economical profit, but it usually has larger lateral displacement due to lateral loads such as wind, earthquake, wave, etc. A series of horizontal pile load testing were performed to study the lateral behavior of single column/shaft with varying different free lengths and embedded pile lengths. Eight instrumented test piles were cast-in-placed by bonding strain gauges at certain locations on both faces of the pile to measure bending moment, from two-way loadings. Linear variable differential transformers(LVDTs) were installed to measure the lateral pile displacement. Based on this, it is found that the test single column/shaft with different free lengths shows different failure modes. If the test pile has a longer free length, the failure occurs at the near the ground surface, but the shorter one's failure occurs at the below the ground surface.

• KSCE Journal of Civil and Environmental Engineering Research
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• v.33 no.5
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• pp.1915-1933
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• 2013

In this study, the virtual fixed point analysis and 3D fully modeling analysis for bent pile structures are conducted by considering various influencing factors and the applicability of the virtual fixed point theory is discussed. Also, the optimized column-pile length ratio is analyzed for supplementing virtual fixed point design and examining a more exact behavior of bent pile structures by taking into account the major influencing parameters such as pile length, column and pile diameter, reinforcement ratio and soil conditions. To obtain the detailed information, the settlement and lateral deflection of the virtual fixed point theory are smaller than those of 3D fully modeling analysis. On the other hand, the virtual fixed point analysis overestimates the axial force and bending moment compared with 3D fully modeling analysis. It is shown that the virtual fixed point analysis cannot adequately predict the real behavior of bent pile structures. Therefore, it is necessary that 3D fully modeling analysis is considered for the exact design of bent pile structures. In this study, the emphasis is on quantifying an improved design method (optimized column-pile length ratio) of bent pile structures developed by considering the relation between the column-pile length ratio and allowable lateral deflection criteria. It can be effectively used to perform a more economical and improved design of bent pile structures.

• Journal of Korean Association for Spatial Structures
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• v.9 no.2
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• pp.45-52
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• 2009

This paper experimentally evaluates the strength characteristics of precast column-R.C. foundation anchor joint subjected to the cyclic horizontal load. The study presents differences in accurate stress transfer path and destruction mechanism between the concrete structural body applying the precast column-R.C. foundation anchor joint and the concrete structural body applying the steel joint. the result from width load experiment on reinforcing steel under the cyclic horizontal load provides the necessary minimum insertion length to construct the precast column-R.C. foundation anchor joint. This study also presents the accurate stress transfer path and destruction mechanism on the anchor joint th meet the customer's requirements, comparing stress transfer path and destruction mechanism provided by the experiment and those provided by the product manual. Eventually, this study presents all the necessary fundamental data to provide the construction design with accurate number of reinforcing steel, diameter of the steel, fixation length of the steel, etc. to build the optimum precast concrete column.

• Proceedings of the Korean Institute of Building Construction Conference
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• 2014.05a
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• pp.118-119
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• 2014

A fire in a steel framed building can decrease a structural stability and cause deformation. And the fire continues the building can be demolished. Therefore, every country requires fire resistance performance of structural elements. In case of column, fire protective thickness derived from a specific fire test using an horizontal furnace is allowed to apply any kinds of sections and lengths of column. However, the lengths and sections of the column in steel framed buildings are various. In this paper, to know the differences of fire performance of steel column according to variance of lengths, a maximum allowable stress, steel surface temperature history, deflection are calculated and the thickness of fire protective material for longer column(4700 mm) need to enforce about 10% more than shorter column (3500 mm).