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ÇÁ¸®Ä³½ºÆ® ÄÜÅ©¸®Æ® º®ÆÇ ¼öÁ÷ Á¢Çպο¡¼ Àü´ÜÅ°ÀÇ Àü´Ü°µµ / Shear Strength of Shear Keys in Vertical Joints of Precast Concrete (PC) Wall Panels |
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À±Çöµµ(Yun, Hyun-Do) ; ¼¼ö¿¬(Seo, Soo-Yeon) ; ¹®Á¤È£(Moon, Jeong-Ho) ; ¿À¿µÈÆ(Oh, Young-Hun) ; ±è¼±¿ì(Kim, Sun-Woo) |
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´ëÇÑ°ÇÃàÇÐȸ³í¹®Áý, Vol.40 No.4 (2024-04) |
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½ÃÀÛÆäÀÌÁö(213) ÃÑÆäÀÌÁö(8) |
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Å»ÇöÀå°ø¹ý; Àü´ÜÅ°; ÇÁ¸®Ä³½ºÆ® ÄÜÅ©¸®Æ®; PC º®ÆÇ; ¼öÁ÷ Á¢ÇÕºÎ; Àü´Ü°µµ ; Off-site construction (OSC); Shear Key; Precast Concrete (PC); PC Wall Panel; Vertical Joint; Shear Strength |
¿ä¾à1 |
OSC(Off-Site Construction), ƯÈ÷ PC(Precast Concrete) °ø¹ýÀº ÀÚÀçºñ »ó½Â, ³ëµ¿·Â °¨¼Ò ¹× °í·ÉÈ·Î ÀÎÇÑ °Ç¼³¾÷°èÀÇ »ý»ê¼º ÀúÇÏ ¹®Á¦¸¦ ÇØ°áÇÒ ¼ö ÀÖ´Â ÀûÁ¤ÇÑ °ø¹ýÀ¸·Î Àνĵǰí ÀÖ´Ù. PC ±¸Á¶¿¡¼ PC ¿ä¼ÒÀÇ Á¢Çպδ ³»ºÎ ÈûÀÇ ºÐÆ÷¿Í PC °Ç¹°ÀÇ °¼ºÀ» Á¦¾îÇÏ´Â Áß¿äºÎÀ§·Î PC °ÇÃ๰ÀÇ ÀüüÀûÀÎ ¾ÈÀü¼ºÀ» Áö¹èÇÏ°Ô µÈ´Ù. º» ¿¬±¸ÀÇ ¸ñÀûÀº ¹®Çå¿¡¼ ¼öÁýµÈ Àü´Ü Å°°¡ ÀÖ°í ¼öÁ÷ Á¢ÇÕºÎÀÇ ¼öÆòö±Ù(·çÇÁ ö±Ù)ÀÌ ¹è±ÙµÇÁö ¾ÊÀº ÃÑ 79°³ ½ÇÇèüÀÇ ½ÇÇè µ¥ÀÌÅ͸¦ ¹ÙÅÁÀ¸·Î PC º® ÆÇ ¼öÁ÷ Á¢Çպγ» Á¢ÇպΠÄÜÅ©¸®Æ®ÀÇ Àü´Ü °µµ Ư¼ºÀ» Æò°¡ÇÏ´Â °ÍÀÌ´Ù. ÀÌ·¯ÇÑ ¿¬±¸ °á°ú¿¡ µû¸£¸é Àü´ÜÅ°°¡ ÀÖ°í ·çÇÁö±ÙÀÌ º¸°µÇÁö ¾ÊÀº PC º®ÆÇ ¼öÁ÷ Á¢Çպο¡¼ Á¢ÇպΠÄÜÅ©¸®Æ®ÀÇ Àü´Ü °µµ¿¡ ´ëÇÑ ÇÏÇÑ°ªÀº 0.12(fcu)^0.5À¸·Î ³ªÅ¸³µ´Ù. ¶ÇÇÑ, Àü´ÜÅ°¸¦ °®´Â Á¢ÇպΠÄÜÅ©¸®Æ®ÀÇ Àü´Ü°µµ´Â Àü´ÜÅ°ÀÇ ¸éÀû°ú ºÎÇÇ°¡ Áõ°¡µÊ¿¡ µû¶ó Áõ°¡µÇ´Â Ư¼ºÀ» º¸¿´´Ù. AASHTOÀÇ ¼³°è½Ä¿¡ ÀÇÇÑ PC º®ÆÇ ½Ã½ºÅÛÀÇ ¼öÁ÷ Á¢Çպο¡¼ Àü´ÜÅ°¸¦ °®´Â Á¢ÇպΠÄÜÅ©¸®Æ®ÀÇ Àü´Ü°µµ °è»ê°ªÀº ½ÇÇè°ª°ú ¹Ù¼Ò ºÐ»êµÈ Ư¼ºÀ» º¸À̹ǷΠ¾ÈÀüÃøÀÌÁö ¸øÇÑ °ÍÀ¸·Î Æò°¡µÇ¾ú´Ù. ±×·¯³ª ´ëÇÑ°ÇÃàÇÐȸ(AIK)¿¡¼ Á¦½ÃÇÏ´Â ÇöÇà PC º®ÆÇ ¼öÁ÷ Á¢ÇÕºÎÀÇ Àü´Ü°µµ °è»ê½ÄÀº ½ÇÇè°á°ú¸¦ ¾ÈÀüÃøÀ¸·Î ¿¹ÃøÇÏ´Â °ÍÀ¸·Î ³ªÅ¸³ ¹Ù PC º®ÆÇ ¼öÁ÷ Á¢Çպο¡¼ Àü´ÜÅ°¸¦ °®´Â Á¢ÇպΠÄÜÅ©¸®Æ®ÀÇ Àü´Ü°µµ Æò°¡¿¡ Àû¿ë °¡´É¼ºÀÌ ³ô°Ô Æò°£µÈ´Ù. ¶ÇÇÑ MC2010¿¡¼ ´ÙÀ£Ã¶±ÙÀÌ ¾ø´Â °æ°è¸éÀÇ Àü´Ü°µµ Æò°¡½ÄÀº Àü´ÜÅ°°¡ ÀÖ°í ·çÇÁö±ÙÀÌ ¹è±ÙµÇÁö ¾ÊÀº PC º®ÆÇ ¼öÁ÷ Á¢ÇÕºÎÀÇ Àü´Ü°µµ ¿¹Ãø¿¡ ´ëÇÏ¿© ¾ÈÀüÃøÀÎ °ÍÀ¸·Î Æò°¡µÈ´Ù. |
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Off-site construction (OSC), particularly the precast concrete (PC) construction, has been recognized as a promising construction method to resolve the productivity reduction in the construction industry due to increased material costs, reduced and aging workforce. The connections between PC elements are potentially weak locations that control the distribution of the internal forces and the rigidity of the PC buildings. The objective of the study was to investigate the shear strength characteristics of shear keyed joint concrete in the vertical connections between PC wall panels based on the experimental data of 79 specimens without loop reinforcements collected from the literature. The research results demonstrated that lower bounds for the shear strength of joint concrete in vertical connections for PC walls with shear keys and without loop reinforcement can be considered as 0.08¡îfcu MPA . The shear strength of shear keyed joint concrete increases with increasing ¡îfcu and the area ratio of a shear key to joint. The shear strength of shear keyed joint concrete in the vertical connections for PC wall system has not adequately addressed by design equation in AASHTO because there is significant scatter on the predictions. However, experimental data indicated that the shear strength equations for PC wall vertical joints in current Korean codes suggested by Architectural Institute of Korea (AIK) are conservative. It is also shown that the shear strength equation of interface without reinforcement in MC2010 is conservative for the shear strength prediction of PC wall vertical joint with shear keys and without loop bars. |