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RISS 인기검색어
- 검색키워드
- 저자 : 유기송 ( Ryu Ki Song ) (검색결과 3 건)
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충적점토(沖積粘土)의 토질공학적(土質工學的) 제성상(諸性狀)에 관(關)한 연구(硏究)
유기송 ( Ki Song Ryu ),김시원 ( Shi Won Kim ) 한국농공학회 1978 韓國農工學會誌 : 전원과 자원 Vol.20 No.4
This paper deals with the correlations between the results of the physical property tests and the mechanical property tests for estimating the mechanical indexes by the physical property test results. The soil samples were taken at changweon area, Gyeon-gsangnam-do, where the structures would be placed on the alluvial clay foundation. The outcomes of the study are as follows: 1. Judging from casagrande's plasticity chart, it is considered that the almost all soil samples belong to inorganic silty clay with medium plasticity (clay 14∼62%, silt 36∼73%, sand 1∼29%). The specific gravities are between 2.61 and 2.72, the wet unit weights 1.53g/㎤ and 1.93g/㎤, the liquid limits 28% and 51%, the plastic limits 15% and 31%, the plastic indexes 7% and 27%, the natural moisture contents 33% and 64%. 2. The unconfined compression strengths are between 0.07kg/㎠ and 0.77kg/㎠, the cohesions 0.04kg/㎠ and 0.37kg/㎠, the internal friction angles 0° and 9°. 3. The consolidation tests show that the initial void ratios are between 0.68 and 1.68, the precompression loads 0.27kg/㎠ and 1.15kg/㎠, the compression indexes 0.12 and 0.59. 4. The correlations between the results of the physical property tests and the mechanical property tests for the soil samples are presented as follows: r<sub>t</sub>=0.011 (203-w<sub>n</sub>), C<sub>c</sub>=0.025 (LL-27.2), C<sub>c</sub>=0.46 (e<sub>o</sub>-0.58), C<sub>c</sub>=0.013 (w<sub>n</sub>-23.2), C=0.021+q<sub>u</sub>/2.08, q<sub>u</sub>=2.268r<sub>t</sub>-3.635
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벤토나이트 슬러리(Bentonite Slurry)의 물리적(物理的) 특성(特性)에 관(關)한 연구(硏究)
조범호 ( Bum Ho Cho ),유기송 ( Ki Song Ryu ) 한국농공학회 1983 韓國農工學會誌 : 전원과 자원 Vol.25 No.1
The study was conducted to find out the physical properties of bentonite slurry. For this study, high and low quality-bentonite from the area near Yeongil Bay, Gyeong-buk Province, were used The results of study are summarized as follows: 1. The specific gravity of slurry is increased in proportion to the bentonite contents, and the correlation between the specific gravity of slurry (d) and bentonite contents (B) is presented as d=0.005B+0.003. 2. The viscosity of slurry increase in accordance with the increments of bentonite contents and time elapsed, and the increment rate of viscosity of high-quality- bentonite is more prominent than that of low-quality-bentonite. 3. The thickness of filter cake and infiltration loss decrease in proportion to the increments of bentonite slurry viscosity, but when the viscosity of bentonite slurry is beyond 30sec-Marsh, both of them are almost constant. 4. The pH of slurry decrease in proportion to the increment of time elapsed and bentonite contents. 5. The test results showed that the viscosity of bentonite slurry should be bigger than 30 sec-Marsh for the stability of the slurry trench.
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대불간척지(大佛干拓地) 충적점토(沖積粘土)의 공학적(工學的) 특성(特性)에 관한 연구(硏究)
김호일 ( Kim Ho Il ),진병익 ( Jin Byung Ik ),유기송 ( Ryu Ki Song ) 한국농공학회 1984 韓國農工學會誌 : 전원과 자원 Vol.26 No.1
This study was made to find several significant relations among various physical and mechanical properties including cone penetration resistance. The alluvial clay samples were taken at the Daebul Reclaimed Tideland in Samhomy-eon, Yeongamgun, Jeonranamdo. The results of the study are summarized as follows; 1. Most samples belong to medium or high plastic, inorganic, silty clay (clay contents; 32-64%, silt contents; 36-68%, sand contents; 0-3%). The specific gravities range from, 2.70 to 2.73, the unit weights from 1.45 to 1. 75g/cm<sup>3</sup>, the natural moisture contents from 45 to 77 %, the liquid limits from 32 to 56%. It is certain that the foundation is weak because the natural moisture contents are much higher than the liquid limits. 2. It is known from the shear tests that the unconfined compression strenghs vary from 0.09 to 0.38kg/cm<sup>2</sup>, the cohesions from 0.05 to 0.21kg/cm<sup>2</sup>, the internal friction, angles from 0 to 3°. 3. The consolidation tests show that the initial void ratios range from 1. 25 to 2.28, the compression indeices from 0. 43 to 0. 84, the preconsolidation loads from 0.21 to 0. 74kg/cm<sup>2</sup>. 4. Cone penetration resistances are usually less than 5kg/cm2 from ground surface t(), the depth of about 8m, and from 5 to 10kg/cm<sup>2</sup> in the layer below about 8m to hard, layer. 5. The cohesion and cone penetration resistance are in proportion to the depth of soil layer. 6. The correlations between various physical and mechanical properties including cone penetration resistance for the alluvial clay samples are as follows; a) w<sub>n</sub>=0. 944C<sub>y</sub>+12. 733 (r=0.829) b) LL=0. 728C<sub>y</sub>+6. 991 (r=0.873) c) PI =0. 659C<sub>y</sub>-8.168 (r=0.860) d) T<sub>l</sub>=0. 0077(272-w<sub>n</sub>) =2.092-0. 0077w<sub>n</sub> (r=0.859) e) e<sub>o</sub>=0. 035W<sub>n</sub>-0. 447 (r=0.893) f) C=0. 380q<sub>u</sub>+0. 031 (r=0.816) g) q<sub>u</sub>=0. 0707q<sub>u</sub>+0. 029 (r=0.810) h) C=0. 018Z+0. 055 (r=0.802) i) q<sub>c</sub>=0. 415Z+1. 438 (r=0 943)
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