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Çѱ¹Áö¹Ý°øÇÐȸ / v.23, no.3, 2007³â, pp.41-50
À缺ÇüµÈ ³«µ¿°­ ¸ð·¡Áú ½ÇÆ®ÀÇ Àü´Ü°Åµ¿ Ư¼º
( Characteristics of Shear Behavior of Remolded Nak-dong River Sandy Silt )
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º» ³í¹®¿¡¼­´Â ½ÇÆ® ÇÔÀ¯À²ÀÌ ³ôÀº ¸ð·¡¿¡ ´ëÇÑ Á¤±Ô¾Ð¹Ð µî¹æ¹è¼ö ¹× ºñ¹è¼ö »ïÃà¾ÐÃà½ÃÇè(NCIU ¹× NCID) °á°ú¸¦ ³ªÅ¸³»¾ú´Ù. À¯È¿±¸¼ÓÀÀ·Â $100sim400kpa$ÇÏ¿¡¼­ ½ÇÆ® ÇÔÀ¯À²ÀÌ 63%ÀÎ ³«µ¿°­ ¸ð·¡ ½Ã·á¸¦ »ç¿ëÇÏ¿© ½ÇÇèÀ» ½Ç½ÃÇÏ¿´´Ù. ½ÇÇè°á°ú, ¸ð·¡Áú ½ÇÆ®´Â Ãʱ⿡´Â ¾ÐÃàÀÌ µÇÁö¸¸ ÀüüÀûÀÎ ÀÀ·Â-º¯Çü·ü °î¼±¿¡¼­ ÃÖÁ¾ÀûÀ¸·Î üÀûÆØÃ¢¹ÝÀÀÀ» º¸¿´´Ù. ¸ð·¡Áú ½ÇÆ®ÀÇ °Åµ¿Àº ³·Àº ¼Ò¼º Ư¼ºÀ¸·Î ÀÎÇÏ¿© Á¡Åä¿Í ¸ð·¡º¸´Ù ºñÇÏ¿© ±× Ư¼ºÀ» ¹¦»çÇϱⰡ ¾î·Á¿ü´Ù. ƯÈ÷, ½Ã·á´Â ÆÄ±« ÈÄ Àü´Ü°úÁ¤¿¡¼­ ÆØÃ¢Çö»óÀ» º¸¿´´Ù. ¸ð·¡Áú ½ÇÆ®ÀÇ Àü´Ü°Åµ¿°ú Àü´Ü°­µµÁ¤¼ö´Â ÀÀ·Â-º¯Çü·ü °Åµ¿°ú Mohr-Coulomb ÆÄ±«±ÔÁØ¿¡ ÀÇÇÏ¿© °áÁ¤µÇ´Âµ¥, Àü´Ü°Åµ¿Àº ÆÄ±« ÈÄ º¯Çü·ü ¿¬È­ °æÇâ°ú °°ÀÌ Ã¼Àûº¯È­°¡ Áõ°¡ÇÏ´Â °ÍÀ¸·Î °üÂûµÇ¾ú´Ù. º» ³í¹®¿¡¼­ ¸ð·¡Áú ½ÇÆ®ÀÇ Àü´Ü°úÁ¤ µ¿¾È¿¡ ¹ß»ýµÇ´Â ÆØÃ¢°Åµ¿Àº ¸ð·¡ ÇÔÀ¯À² »Ó¸¸ ¾Æ´Ï¶ó ÀúÁ¡Âø·ÂÀ» °¡Áø ¼¼¸³ÀÚÀÇ ÇÔÀ¯À²¿¡ ÀÇÇØ¼­µµ ´Þ¶óÁ³´Ù.
The results from normally consolidated isotropic drained and undrained triaxial compression tests (NCIU and NCID) on sand with high silt content were presented in this paper. The experiments were performed on specimens of Nak-dong River sand with 63% silt content under effective confined pressures, 100 kPa to 400 kPa. From test results, Sandy silt became initially compressive but eventually appeared to provide dilatancy response throughout the entire stress-strain curve The behavior of sandy silt was more difficult to characterize than that of clay and sand due to lower plastic characteristic. Especially, the samples exhibited dilatancy development during shear after failure. The shear behavior and shear strength parameters of sandy silt can be determined as stress-strain behaviors are described by the Mohr-Coulomb failure criterion. The shear behaviors were observed increasing dilatancy volume change tendency with strain-softening tendency after failure. In this paper, the behavior of dilatancy depends on not only sand content but also fine content with low-cohesion during shear in the samples of sandy silt.
 
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Critical state line;Sandy silt;Shear strength;Stress-strain response;Triaxial tests;
 
Çѱ¹Áö¹Ý°øÇÐȸ³í¹®Áý / v.23, no.3, 2007³â, pp.41-50
Çѱ¹Áö¹Ý°øÇÐȸ
ISSN : 1229-2427
UCI : G100:I100-KOI(KISTI1.1003/JNL.JAKO200714539254158)
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³í¹® Á¦°ø : KISTI Çѱ¹°úÇбâ¼úÁ¤º¸¿¬±¸¿ø
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