|
|
|
Çѱ¹Áö¹Ý°øÇÐȸ / v.22, no.11, 2006³â, pp.123-131
|
¾×»óÈ Áö¹Ý¿¡ ±ÙÀÔµÈ ¸»¶ÒÀÇ ÆÄ±«°Åµ¿ ºÐ¼®
( Analysis of Failure Behavior of Piles Embedded in Liquefied Soil Deposits ) |
| Á¶Á¾¼®;ÇÑÁøÅÂ;ȲÀçÀÍ;¹Ú¿µÈ£;±è¸í¸ð; ¼¿ï´ëÇб³ °øÇבּ¸¼Ò;¼¿ï´ëÇб³ Áö±¸È¯°æ½Ã½ºÅÛ°øÇкÎ;¼¿ï´ëÇб³ °øÇבּ¸¼Ò;Çö´ë°Ç¼³ ±â¼ú¿¬±¸¼Ò;¼¿ï´ëÇб³ Áö±¸È¯°æ½Ã½ºÅÛ°øÇкÎ;
|
|
|
 |
|
| |
| ÃÊ ·Ï |
| ÁöÁø ½Ã ¾×»óÈ¿¡ ÀÇÇÑ Áö¹ÝÈ帧Àº ¸»¶ÒÆÄ±«¿¡ °¡Àå Å« ¿µÇâÀ» ¹ÌÄ¡´Â °ÍÀ¸·Î ¾Ë·ÁÁ® ÀÖ´Ù. ½ÇÁ¦·Î ÃæºÐÈ÷ Å« Á¤Àû ¾ÈÀüÀ²À» °®µµ·Ï ¼³°èµÈ ¸»¶ÒÀÌ ÁöÁø ½Ã Á±¼¿¡ ÀÇÇØ ÆÄ±«µÇ´Â »ç·Ê°¡ ºó¹øÈ÷ ¹ß»ýÇÏ¿´´Ù. º» ¿¬±¸¿¡¼´Â 1-g Áøµ¿´ë ½ÇÇèÀ» ÅëÇØ ¾×»óÈ Áö¹Ý¿¡ ±ÙÀÔµÈ ¸»¶ÒÀÇ Á±¼¿¡ ÀÇÇÑ ÆÄ±«°Åµ¿À» ºÐ¼®ÇÏ¿´´Ù. ½ÇÇè °á°ú, Á±¼ÇÏÁß¿¡ ±ÙÁ¢ÇÑ ¿¬Á÷ÇÏÁßÀ» ¹Þ°í ÀÖ´Â ¸»¶ÒÀº Áö¹ÝÀÇ ¾×»óÈ ¹ß»ý ½Ã Á±¼¿¡ ÀÇÇØ ½±°Ô ÆÄ±«µÉ ¼ö ÀÖÀ¸¸ç ¾×»óÈ¿¡ ÀÇÇÑ Áö¹ÝÈ帧ÀÌ ¹ß»ýÇÒ °æ¿ì, ¸»¶ÒÀÇ È¾¹æÇâ º¯ÇüÀÌ Áõ°¡ÇÏ¸é¼ Á±¼ÆÄ±«ÇÏÁßÀÌ °¨¼ÒÇÔÀ» ¾Ë ¼ö ÀÖ¾ú´Ù. ¶ÇÇÑ ÆÄ±«µÈ ¸»¶ÒÀ» ²¨³»¾î °üÂûÇÑ °á°ú, ¾×»óȰ¡ ¹ß»ýÇÑ ÈÄ¶óµµ Áö¹Ý¿¡ ±¸¼Ó¾ÐÀÌ Á¸ÀçÇÏ¿© Euler Á±¼Çö»ó°ú ´Ù¸£°Ô ¸»¶Ò ÇϺΰ¡ ¾Æ´Ñ Áß°£À§Ä¡¿¡¼ ¸»¶ÒÆÄ±«°¡ ¹ß»ýÇÏ¿´À¸¸ç Áö¹Ý°æ»ç°¡ ±ÞÇØÁú¼ö·Ï Áö¹ÝÈ帧¿¡ ÀÇÇÑ ÆÄ±« À§Ä¡°¡ Á¡Á¡ ¸»¶ÒÇϺηΠ³·¾ÆÁüÀ» º¼ ¼ö ÀÖ¾ú´Ù. |
|
| Liquefaction-induced lateral spreading has been the most extensive damage to pile foundations during earthquakes. Several cases of pile failures were reported despite the fact that a large margin of safety factor was employed in their design. In this study, 1-g shaking table tests were performed in order to analyze the failure behavior of piles embedded in liquefied soil deposits by buckling instability. As a result, it can be concluded that the pile subjected to excessive axial loads $(near;P_{cr})$ can fail easily by buckling instability during liquefaction. When lateral spreading took place in sloping grounds, it was found that lateral loading due to lateral spreading increased lateral deflection of pile and reduced the buckling load. In addition, from the buckling shape of pile, difference between Euler's buckling and pile buckling vat observed. In the case of pile buckling, hinge formed at the middle point of the pile, not at the bottom. And in sloping grounds, location of hinge formation got lower compared with level ground because of the soil movements. |
| |
| Ű¿öµå |
| Shaking table test;Liquefaction;Lateral spreading;Buckling instability;Pile failure; |
| |
|
|
 |
|
Çѱ¹Áö¹Ý°øÇÐȸ³í¹®Áý / v.22, no.11, 2006³â, pp.123-131
Çѱ¹Áö¹Ý°øÇÐȸ
ISSN : 1229-2427
UCI : G100:I100-KOI(KISTI1.1003/JNL.JAKO200604623520297)
¾ð¾î : Çѱ¹¾î |
|
| ³í¹® Á¦°ø : KISTI Çѱ¹°úÇбâ¼úÁ¤º¸¿¬±¸¿ø |
|
|
|
|
|
|