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1 ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ : 00ｨｪｨ ｨｮ ﾂｨｹｨｬ02ｨｪ07 Y05ｨｦｨｺｨｹ 00ｨｦｨ 09ｨｪ00ｨｦｨｮ02ｨｦｨｮｨｬｨｦｨｺ06ｨｰ 08ｨ 00ｨ ｨｮｨｺ020106ｨｰ ｨｦ00ｨｦｨｺｨｹｨｰ 0004 ﾂｨ ｨｪｨｦｨｺｨｹｨｰ, ｨｨｨｹｨｰ ｨ ｨｮ08ｨ ｨ ｨｪｨ ｨ ｨｦ ｨｮ0004ｨｪ ｨ 06ｨｦ ｨｮ ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ 00ｨｦｨ 0004ｨｪ 08ｨ 09ｨ 00ｨｴ ｨｪ0007ｨｰ 0205ｨ ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｺｨ ｨｦｨ ｨ ｨｪ00ｨｦｨｮ02 ｨｦｨｮｨｬｨｦｨｺ06ｨｰ ｨｺｨ 00ｨ ｨｮｨｺ020106ｨｰ. 0002ｨｦ06ｨｪ07ｨｪ00ｨ ｨｰ 0007ｨｪ ｨｺｨｹｨｺｨｺ ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｮ00ｨ 8 mm ｨｺｨ ｨｦ ﾂｨｴ0908ｨｰ ｨｪｨ ｨ ｨｪ00ｨｦｨｺｨ 00ｨ ｨｮ00ｨ ｨｨ ｨｹ 0105ｨｦｨｺｨｹ ｨｬ02 ｨ ｨｮ0902ｨｮ000705ｨｦｨｨｨｦｨｺ07 05ｨｬｨｬ07 08ｨ 0907 ﾂｨｨ04 ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｬ02 (ｨｬ0600ｨｦｨｮ0004) ｨ ｨｪ0007 ﾂ Pa, ｨｰ 1500 kg/m 3, 0201 ﾂ060902ｨｦｨ ｨｺｨ ｨｦ ｨｬｨｦｨｺ09ｨｹ ｨｺｨｹｨｮ0007ｨｰ 08ｨ 09ｨ 00ｨｴ0007ｨｰ ｨｺｨ ｨｦ ｨ ｨｬ06ｨｪ02ｨｰ 0101ｨｪｨ 00ｨｹ ｨｰ ｨｮ ﾂ0201ｨｦｨ ｨｮｨｬ ｨｺｨ ｨ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ05 ｨｮ0007ｨｦ ﾂ0208ｨ ｨｬ 07ｨｺ0701ｨｰ mm ｨ 08ｨｹ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｬ02 ｨｮ0109ｨｬｨ 00ｨｹ ｨｬｨ (ｨｺ ｨｮｨｹｨｮ0109ｨｬｨ ) ｨｴ ｨ 08ｨｹ 0007ｨｪ ｨｺ05ｨｴ09ｨｹ 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ 0208ｨｦ0807ｨｪ07ｨｪ07ｨｨ04ｨｺｨ ｨｪ ｨｮ02 02ｨｪ ｨ 0505ｨ ｨｮｨｮｨｹｨｬ02ｨｪ ｨｦ08ｨｹｨｪ04ｨｮ ｨｹ ｨｮ00ｨ ｨｨ0209ｨｹ ｨ 0607ｨｪｨｦｨｺｨｹ ｨｺｨ ｨｦ 04 ｨｮ01ｨｬ080209ｨｦ ｨｰ ｨｮ0100ｨｺ0908ｨｨ04ｨｺ02 ｨｬ02 ｨ ｨｪ ｨｮ ｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺ ｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ. 0908ｨｹ 00ｨ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ05 ｨ ｨｮｨｬｨ 00ｨ ｨｺ ｨｹ00ｨｦ 04 ｨｮ01 ｨｬ080209ｨｦ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｮ0109ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ 02ｨｬ02ｨ ｨｪ080302ｨｦ 08ｨ 09ｨｹｨｬ07ｨｦｨ ﾂｨ 09ｨ ｨｺ000409ｨｦｨｮ00ｨｦｨｺ05 ｨｬ02 ｨ ｨｪ ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ. 0402ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ05 ｨｮ0007ｨｦ ﾂ0208ｨ ｨｬ02 01ｨｦ0500ｨ ｨｺｨ ｨｬ0800ｨｹｨｬ02ｨｪ ｨｦｨｮ ｨｬ0705 ｨｺｨ ｨｨ ｯ ｨｰ 0004ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ 02ｨｬ0205ｨｪｨｦｨｮｨ ｨｪ 08ｨ 09ｨｹｨｬ07ｨｦｨ (07 ｨｺｨ ｨｦ ｨｺｨ ) ｨｮ01ｨｬ080209ｨｦ ｨｬ02 ｨｮ0007ｨｦ ﾂ0208ｨ ｨｬ02 ｨｮ01ｨｬ09ｨ 00ｨｦｨｺ07 01ｨｦ0500ｨ ｨｦｨｮｨｬ07 05 (ｨｺｨ ｨｰ 0004ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ) ｨ 0809ｨ ｨｺ00ｨｦｨｺ05 ｨ ｨｪ020605ｨｪ ｨ ｨ 0807ｨｨ06ｨｬｨ 00ｨ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｮ0004ｨｪ ｨ, ｨｦ01ｨｦｨ ｨ ｨｮ00ｨ ｨｪ04ｨｮｨｦ05 07ｨ ｨｪ ｨｪ04, 0101ｨ 0508 ｨｺｨ ｨｦ 0108ｨｮ010907, 0007 ｨｬｨｦｨｺ09ｨｹ ｨｰ 0004ｨｰ ｨｺｨ ｨｦ 07ｨｦ ｨｬ07ｨｪｨｴ00ｨｦｨｺ06ｨｰ ｨｦ01ｨｦｨｹ ｨｰ 0004ｨｰ ｨ ｨｮｨ ｨｪ ｨｺ08ｨｪ ｨｦｨ ｨｮ02ｨｦ ｨｪ06ｨｪ 00ｨｦｨ 0004ｨｪ ｨ 06ｨｦ ｨｮ ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｮ0004ｨｪ 08ｨ 09ｨ 00ｨｴ ｨｦｨｮｨｬ06ｨｪ ｨ ｨｮｨｺ ｨｬｨ 0007ｨｰ 00ｨｦｨ ｨｮ02ｨｰ ｨｺｨ 00ｨ ｨｮｨｺ020106ｨｰ. 03ｨｦ 0208ｨｦ ｨｦｨｰ, ｨｦｨ ｨｪ07ｨｪ00ｨ ｨｪ 08ｨ 05ｨｦｨｹ000209ｨ 00ｨｦｨ ｨｺ08ｨｪ0101ｨｪ07 01ｨｦ050909ｨｴｨｮ04ｨｰ ｨｦｨｮｨｬ0705 ｨｮ0007 ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ, 0208 ﾂｨ ｨｪ ｨ 08ｨｹ ｨｺｨ ｨｦ09ｨｹ ｨ 09ｨｨ0208, ｨｺｨ ｨｨ06ｨｰ ｨｦ02ｨｺ00ｨｦｨｺｨｹ000400ｨ ｨｮ02 ｨｨ ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ 0102ｨｪ ｨｨ04ｨｺ02 ｨ 08ｨ ｨｦｨｺ07 ｨｺｨ ｨｦ 02ｨｺ 00ｨｴｨｪ 01ｨｮ000609ｨｴｨｪ ｨ ｨｮ ｨｦｨｮｨｬ0705 ｨｮ ﾂ07ｨｪ ｨｺ000809ｨｦ07 ｨ 08ｨｹ ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｮ ｨ ｨｦ0602 ｨｦ01ｨｦｨ ｨ ｨｺｨ 0507 ｨ ｨｪ00ｨｦ01ｨｦｨ 0909ｨｴ00ｨｦｨｺ ｨｮ00ｨ ｨｮ08ｨ ｨｦｨｮｨｬ0705 ｨ 08ｨｹ 0007 ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ. ( ｨｬ06ｨｪ0701 ｨｹ00ｨｦ 07ｨｦ 02ｨｮｨｴ000209ｨｦｨｺ ｨｹ0907ｨｦ 0004ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ 0208ｨｪｨ ｨｦ ｨｺ0502ｨｦｨｮ ｨｺｨ ｨｦ 07ｨｦ ｨ ｨｪ07ｨｦ ﾂ ｨｦ02ｨ ｨｪ02ｨｦｨ ｨｺ ｨｹ0907ｨｦ ｨｺｨ ｨｪ00ｨ ｨｦ ｨ 08ｨｹ ｨｮｨｦｨｬ02ｨｪ0007ｨｺ07ｨｪ08ｨ ｨｬｨ, 0007 ｨｬ0200ｨ ｨｰ ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ 0102ｨｪ ｨｮ01ｨｪ ｨ ｨｦ ｨｺｨ ｨｦ ｨｬ0200ｨ ｨｦｨ ｨ 00ｨｹ000400ｨ ). 04ｨ ｨｪ 0509ｨｮ04 00ｨｴｨｪ 0208ｨｦ ｨｴｨｪ ｨ ｨｪ, 04 ｨ 06ｨｦ ｨｮ ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｨ04ｨｺ02: ｨｦｨｪ ｨｺ0007: ｨｮ0004ｨｪ 08ｨ 09ｨ 00ｨｴ ｨｪ0007ｨｰ ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ ｨｺｨ ｨｨ01ｨｮ ｨｮ02 00ｨｦｨ 0002 ﾂｨｪ ｨｦｨｺ0705ｨｰ ｨｺｨ ｨｦ 07ｨｦｨｺ07ｨｪ07ｨｬｨｦｨｺ0705ｨｰ 05ｨｹ000701ｨｰ, ｨｹ08ｨｴｨｰ: (ｨ ) ｨｮ ﾂ0200ｨｦｨｺ05 ｨｬｨｦｨｺ0907 ｨｮ0005ｨｨｨｬ04 ｨ ｨｪ0007 ﾂ07ｨｰ ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ 00ｨｦｨ ｨｮ ﾂ0200ｨｦｨｺ05 ｨｬ ｨｺｨ 00ｨ ｨｪ0505ｨｴｨｮ04 00ｨｮｨｦｨｬ06ｨｪ000701, (09) ｨ ｨｪ0008ｨｮ ｨ 08ｨｹｨｬｨｦ ｨｪｨｴ ｨｺｨｦｨｮｨｮ040907ｨｮｨｺ ｨｬｨ 0007ｨｰ, 05ｨｹ00ｨｴ ｨｬｨｦｨｺ ｨｰ 00ｨｴｨｪ ｨ 0109ｨ ｨｪ06ｨｪ, ｨｺｨ ｨｦ 02ｨｪ 0006ｨｪ02ｨｦ ｨｺｨ ｨｺ ｨ ｨｮｨｦｨｬｨｹ000400ｨ, (00) 0809ｨｹｨｮｨｨ ｨｺｨｹｨｮ0007ｨｰ 00ｨｦｨ ｨｦｨ ﾂ07 00ｨｴｨｪ ｨｺｨｹｨｺｨｺｨｴｨｪ 0004ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｺｨ ｨｦ ｨ 0807ｨｬ05ｨｺ0901ｨｪｨｮ ｨｦｨｺ0705, (01) ｨｬ ｨｰ ｨｬｨ ｨｺ0907 ﾂ09ｨｹｨｪｨｦ02ｨｰ 08ｨ 09ｨ ｨｬ ｨｮ02ｨｦｨｰ (ｨ ｨｮｨｬｨ 0004ｨｰ ｨ 08ｨ ｨｦ000705ｨｬ02ｨｪ04ｨｰ ｨｬ ｨｰ 0807ｨｮｨｹ000400ｨ ｨｰ 00ｨｮｨｦｨｬ06ｨｪ000701) ｨｺ ｨｦｨ 0004ｨｪ ｨ ｨｮ ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ 07ｨｦ ｨｮ0805ｨｨ02ｨｦ02ｨｰ 00ｨｴｨｪ ｨｴｨｪ ｨｪ0400ｨｦｨｺ06ｨｪ ｨ ｨｮｨｦ06ｨｪ, ｨｮ02 ｨ ｨｪ00ｨｦｨｮ0007ｨｦ ﾂ08ｨ ｨｬ02 00ｨ ｨｦｨｮ ﾂ0507ｨｪ00ｨ 00ｨｦｨ 0007 ｨｮ01ｨｬ09ｨ 00ｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ ｨｺｨ ｨｦ 00ｨ 0205ｨ ｨｮｨｺ ｨｬｨ 00ｨ ｨｬ ﾂｨｪ ｨ 0109ｨ ｨｪ07, ｨｺｨｦｨｪ07ｨｨ04ｨｺｨ ｨｪ ｨｰ 0004ｨｪ ｨｺｨ ｨｨ01ｨｪｨｮ04: (ｨ ) ｨ ｨｮ04ｨｰ 0004ｨｰ ｨｺｨ 00ｨ ｨｪ0505ｨｴｨｮ04ｨｰ ｨｮｨｦｨｬ06ｨｪ000701, (09) ﾂ0904ｨｮｨｦｨｬ ｨｮ04ｨｰ 00ｨｮｨｦｨｬ06ｨｪ ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ (00ｨ ﾂ0208ｨ ｨｰ ｨ ｨｪ ｨｰ 0004ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ), (00) ｨ ｨｪ00ｨｦｨｺｨ 0005ｨｮ00ｨ ｨｮ04ｨｰ ｨｦｨｺ ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｬ02 ｨ ｨｮ0902ｨｮ000705ｨｦｨｺ07 05ｨｬｨｬ07 ｨｺｨ ｨｦ (01) ｨ ｨｪ00ｨｦｨｺｨ 0005ｨｮ00ｨ ｨｮ04ｨｰ ｨｬ ｨｰ 00ｨｴｨｪ ﾂ07ｨｪ000906ｨｪ ｨｺｨｹｨｺｨｺｨｴｨｪ ｨｬ02 ｨ ｨｮ0902ｨｮ000705ｨｦｨｨｨｦｨｺ05 ｨ 0109ｨ ｨｪ07 [1] ｨｪ0400ｨｦｨｺ ｨ ｨｮ08ｨ ｨｦｨｪ02 ｨｮ ｨ ｨｮ000709ｨｦ07 07ｨｺ ｨｬｨ 0007ｨｰ ｨｪ (ｨｮ ｨ 08ｨｮｨｦ ｨ ｨｰ ｨｦｨ 02ｨｺ08ｨｹｨｪ04ｨｮ04 01ｨｦ01ｨ ｨｺ000709ｨｦｨｺ07ｨｰ 01ｨｦｨ 0009ｨｦ0907ｨｰ), ｨ ｨｺ ｨｨ07ｨｨ04ｨｺ02 01ｨｦｨ ｨｦｨｺ07 ｨｺｨ ｨｨ01ｨｪｨｮ04: 04 ｨｬ0208ｨｴｨｮ ｨｺｨｹｨｺｨｺ ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｺｨ ｨｦ 04 ｨｬ04 ｨ ｨｪ00ｨｦｨｺｨ 0005ｨｮ00ｨ ｨｮ ｨｦｨｺ ｨｰ ｨｬ02 ｨ ｨｮ0902ｨｮ000705ｨｦｨｨｨｦｨｺ07 05ｨｬｨｬ07 [2] ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｺ ｨ ｨｪｨ ｨｦ ｨ 0002 ﾂｨｪ ｨｦｨｺ05 ｨｬ02ｨｦ07ｨｪ02ｨｺ0007ｨｬｨ 00ｨ ｨｮ01ｨｬ09ｨ 00ｨｦｨｺ0705 ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ ｨｺｨ ｨｦ 06 ﾂ02ｨｦ ｨｬｨｦｨｺ09ｨｹ ｨｺｨｹｨｮ0007ｨｰ 08ｨ 09ｨ 00ｨｴ0007ｨｰ, ｨｺｨ ｨｨ06ｨｰ: (ｨ ) 0102ｨｪ ｨ 08ｨ ｨｦ ｨ ｨｦ ｨｬ ｨｺｨ 00ｨ ｨｪ0505ｨｴｨｮ04 00ｨｮｨｦｨｬ06ｨｪ ｨｺｨ ｨｦ ｨｦｨ ﾂ07 00ｨｴｨｪ ｨｺｨｹｨｺｨｺｨｴｨｪ. (05 ｨ ｨｹ0204ｨｮ04 00ｨｴｨｪ ｨｺｨｹｨｺｨｺｨｴｨｪ ｨｬ02ｨｦ06ｨｪ0200ｨ ｨｦ, ｨｹｨｮ07 ｨｬ02ｨｦ06ｨｪ0200ｨ ｨｦ 0007 ｨｬ060002ｨｨｨｹｨｰ ｨｰ), (09) 04 ｨｺ08ｨｮｨｮ ｨｬ ｨｪｨ ﾂ0904ｨｮｨｦｨｬ070807ｨｦ04ｨｨ0208 ｨｮ02 06ｨｪｨ ｨｬｨｹｨｪ07 ｨｺ0505ｨｮｨｬｨ 0-8 mm, (00) ｨｬ ｨｪ ｨｪｨ ﾂ0904ｨｮｨｦｨｬ070807ｨｦ04ｨｨ0705ｨｪ 07ｨｦ ｨｺ07ｨｦｨｪ0708 ｨ ｨｪｨ ｨｬｨｦｨｺ ｨｰ 00ｨｴｨｪ ｨｺ07ｨｪｨｦｨ ｨｬ0500ｨｴｨｪ ｨｺｨ ｨｦ ｨｪｨ 01ｨｦ07ｨｨ020004ｨｨ0705ｨｪ ｨｬｨｦｨｺ09ｨｹ000209ｨ 0107ｨｺ08ｨｬｨｦｨ 00ｨｦｨ 0007ｨｪ 0807ｨｦ0700ｨｦｨｺｨｹ ﾂ07 (0007 ｨｬ060002ｨｨ07ｨｰ ｨｺｨｦｨｬ ｨｪｨ ｨｦ ｨｮ01ｨｪ ｨｮ ｨｬ0600ｨｦｨｮ ｨｺｨｹｨｺｨｺ ｨ 0109ｨ ｨｪ0705ｨｰ) ｨｬ02 00ｨ ｨｮ01ｨｪ0208ｨ 00ｨｹｨｬ02ｨｪｨ

2 1358 T02 ﾂｨｪ. ﾁ0907ｨｪ. 0308ｨｦｨｮ00. 00ｨｺ , 07, ﾂ Tech. Chron. Sci. J. TCG, I, No , ｨｺｨ ｨｨ06ｨｰ ｨｬ ｨｪ ｨｪｨ ﾂ0904ｨｮｨｦｨｬ070807ｨｦ04ｨｨ0705ｨｪ 0205ｨ 0209ｨｹ ｨｰ ｨｺｨ ｨｦ 02ｨｨ04ｨｪｨｹ ｨｰ ｨｬ ｨｰ, ｨｬｨｦｨｺ09ｨｹ ｨｰ ｨｺｨ ｨｦ 02ｨｨ04ｨｪｨｹ ｨｰ ｨｬ04 ﾂｨ ｨｪ06ｨｰ 0107ｨｺｨｦｨｬｨ ｨｮ08ｨ ｨｰ (ｨｬ ｨｪ ｨｪｨ 01ｨｦ07ｨｨ020004ｨｨ0705ｨｪ 07ｨｦ ｨｬ ｨｰ ｨｺｨ ｨｦ 07ｨｦ ｨｬ04 ﾂｨ ｨｪ06ｨｰ ｨｨ09ｨ 05ｨｮ02ｨｴｨｰ 00ｨｴｨｪ ｨｺ07ｨｪｨｦｨ ｨｬ0500ｨｴｨｪ), ｨ 08ｨ ｨｦ000705ｨｪ00ｨ ｨｦ ｨｬｨｦｨｺ09ｨｹ ｨｦ ﾂ060907ｨｦ ｨ 0807ｨｨ07ｨｺ0201ｨｮ04ｨｰ ｨｺｨ ｨｦ ｨｮ01ｨｪ ｨｮ04ｨｰ, ｨｺ ｨｦｨｺ09ｨｹ ｨｰ ｨｺｨｹｨｺｨｺ07ｨｰ ｨ 0109ｨ ｨｪ0705ｨｰ 0208ｨｦ ｨｦ, ｨｮ04ｨｰ, ｨｬ0200ｨ ｨｨ020908ｨ ｨｮ0007 ｨｮ ﾂ0201ｨｦｨ ｨｮｨｬｨｹ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ (08. ﾂ. 01ｨｦ07ｨｨ060004ｨｮ04 01ｨｦｨ 0007ｨｬ06ｨｪ ｨｬ ｨｰ 08 00ｨｦｨ ｨ ｨｮ ｨｰ 0101ｨｮｨｺｨ ｨｬ0308ｨ ｨｰ ｨｮ0007 ｨｮ000501ｨｦ ｨｦ ｨ ｨｰ ｨｺｨ ｨｦ ｨ ｨｮ ｨｰ 0805ｨ ｨｮ00ｨｦｨｬｨｹ000400ｨ ｨｰ ｨｮ0007 ｨｮ000501ｨｦ07 ｨ ｨｮ0007 ﾂ08ｨ ｨｰ), 0004ｨｪ 0202ｨ 09ｨｬ ｨｴｨｰ ｨｪ02ｨｺ00ｨｦｨｺ ｨｺ ｨｹｨｬ02ｨｪ0701 ｨｮｨｺ ｨｬｨ 0007ｨｰ (ｨｬ02 ｨｬｨｦｨｺ09ｨｹ ｨ ｨｪｨ ｨｮ04 00ｨｴｨｪ ｨ 0109ｨ ｨｪ06ｨｪ), ｨｺｨ ｨｨ06ｨｰ ｨｺｨ ｨｦ 0004ｨｪ 01ｨｦ07ｨｨ060004ｨｮ04 ｨｪ06ｨｴｨｪ 0002 ﾂｨｪｨｦｨｺ06ｨｪ ｨ 08ｨｮｨｦ07 01ｨｦ0805ｨｴｨｬｨ 00ｨｦｨｺ06ｨｪ ｨ ｨｮｨｦ06ｨｪ 0004ｨｰ ｨｦｨｹ ｨｴｨｪ 0207ｨｦ ｨｪ ﾁ. 09ｨｪｨ ｨｮ00ｨ ｨｮ080701, ｨｺｨ ｨｦ ｨｦｨｪｨｦｨｺ0507, ｨｮ ﾂ0201ｨｦ05ｨｮ0004ｨｺ02 01ｨｦ0500ｨ 0604 ｨｮ02ｨｦｨｮｨｬｨｦｨｺ07ｨｰ 0208ｨｦ08ｨｹｨｪ04ｨｮ04ｨｰ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨｮ ｨｮｨｦｨｺ07 ｨｺ0508ｨｬｨ ｨｺｨ ｨｺｨ ｨｦ 01ｨｦ ｨｪ07ｨｨ04ｨｺ ｨｪｨ 00ｨｹ000400ｨ ｨｴｨｮ04ｨｰ 0004ｨｰ ｨｮ02ｨｦｨｮｨｬｨｦｨｺ07ｨｰ ｨｮ01ｨｬ080209ｨｦ ｨｰ ｨｮ0007ｨｦ- ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｬ ｨｮｨｨ07ｨｺ04 ｨｮ0109ｨｬｨ ｨｬｨ 0007ｨｰ (ｨｬ02 05ｨｪ07ｨｦ00ｨｬｨ ﾂ080107ｨｰ mm) ｨｴ ｨ 08ｨｹ 0007ｨｪ ｨｺ05ｨｴ09ｨｹ 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ. 08ｨ ｨｮ0007ｨｦ ﾂ0208ｨ ｨ 08ｨｹ ｨｮ0109ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｦ06ｨ ｨｪ ｨｺｨ ｨｮ01ｨｬ080209ｨｦ ｨ 08ｨｹ ｨ ｨｪ 00ｨｴｨｪ ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｮｨｺ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ (ｨｬ060907ｨｰ 00ｨｴｨｪ ｨ ｨｮｨｬ0500ｨｴｨｪ 0004ｨｰ ｨ ｨｮ08ｨ ｨｰ 08ｨ ｨｮｨｦ050307ｨｪ00ｨ ｨｦ ｨｮ0004ｨｪ [3]) ｨｺｨ ｨｦ 01ｨｦ ｨｦｨｺｨｹ ｨｦ ｨｪ04ｨｮ ｨｰ ｨｮ01ｨｬ080209ｨｦ ｨｰ ｨｰ (ｨｮ02 ｨｮ0100ｨｺ09ｨｦ00ｨｦｨｺ ｨｮ04 ｨｬ ｨｮ01ｨｬ080209ｨｦ ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ ) ｨｮ01ｨｪ02 ﾂ08ｨｮ0004ｨｺ02 ｨｮ ｨ 08ｨｮｨｦ07 01ｨｦ0805ｨｴｨｬｨ 00ｨｦｨｺ06ｨｪ ｨ ｨｮｨｦ06ｨｪ 0004ｨｰ ｨｦｨｹ ｨｴｨｪ 0207ｨｦ ｨｪ ｨｦｨｺ0705ｨ ｨｺｨｹ , ｨ ｨｪｨ 00ｨｦｨｴ00ｨ ｨｺｨｹ , ｨｪｨｨ0701ｨｰ ｨｺｨ ｨｦ ｨｮ07 ﾂ07 02ｨｮ00ｨｦ05ｨｮ0004ｨｺ02 ｨｮ0004ｨｪ 0208ｨｦ ｨｴｨｪ 08ｨ 09ｨ ｨｬ060009ｨｴｨｪ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｦ ｨｮ ｨｪｨ 00ｨｹ000400ｨ 01ｨｦ0500ｨ 0604ｨｰ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ (ｨｺｨ ｨｬ0800ｨｦｨｺ0705) ｨｦｨｮｨｬ0705 ｨｺｨ ｨｨ ｯ ｨｰ 0004ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ, 05ｨｹ00ｨｴ 00ｨｴｨｪ ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ06ｨｪ ｨｺｨ 00ｨ ｨｮｨｺ0201ｨ ｨｮ00ｨｦｨｺ06ｨｪ ｨｺｨ ｨｦ 0002 ﾂｨｪ ｨｦｨｺ06ｨｪ ｨｪ02ｨｺ0004ｨｬ0500ｨｴｨｪ ｨｮ ｨｦ ｨｮ0004ｨｪ ｨｴｨｮ ｨｴｨｬ0500ｨｴｨｪ 0805ｨ ｨｦｨｮ08ｨｴｨｪ, ｨｮ00ｨ ｨ, ｨｮ01 ﾂｨｪ05, 07ｨｦ ｨ 08ｨ ｨｦ0007ｨｮ02ｨｦｨｰ 00ｨｴｨｪ ｨｮ0500 ﾂ0907ｨｪｨｴｨｪ ｨ ｨｪ00ｨｦｨｮ02ｨｦｨｮｨｬｨｦｨｺ06ｨｪ ｨｺｨ ｨｪ07ｨｪｨｦｨｮｨｬ06ｨｪ ｨｺｨ 00ｨ ｨｪ ｨｮ02 ｨ 08ｨ ｨｮ04 ｨｨ05ｨｦ09ｨｹｨｬ02ｨｪ ｨｦｨｮｨｬ ｨｦ ｨｦ0701 ｨｬ ｨｪ ｨｺ01ｨｹｨｬ02ｨｪ ｨｪ ｨ ｨｮ08ｨ ｨ ｨ ｨｮｨｦ050307ｨｪ00ｨ ｨｦ 00ｨ ｨ ｨｮｨｬｨ 00ｨ 00ｨｴｨｪ 01ｨｦ ｨｪ07ｨｮ02ｨｴｨｪ ｨ ｨｪ ｨｮ0109ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｬ02 ｨｮ0109ｨｬｨ 00ｨｹ ｨｬｨ ｨｴ ｨ 08ｨｹ 0007ｨｪ ｨｺ05ｨｴ09ｨｹ 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ 00ｨｴｨｪ 0107ｨｬｨｦｨｺ06ｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｮ01ｨｪ0008ｨｨ0200ｨ ｨｦ ｨ 08ｨｹ 00ｨｮｨｦｨｬ06ｨｪ0007, ｨｺ08ｨｮｨｮ ｨｮ02 06ｨｪｨ ｨｺ0505ｨｮｨｬｨ 0-8 mm ( ﾂｨｴ0908ｨｰ ｨｦｨ ﾂ07 00ｨｴｨｪ ｨｺｨｹｨｺｨｺｨｴｨｪ) ｨｺｨ ｨｦ ｨｪ0209ｨｹ ｨｮ0109ｨｬｨ 00ｨｹ ｨｬｨ 0208ｨｪｨ ｨｦ 0206ｨ 00ｨｴｨｪｨｦｨｺ07ｨｰ ﾂ080107ｨｰ ｨ ｨｪ070800ｨｬｨ 0007ｨｰ 20 06ｨｴｨｰ 30 mm (00ｨ 0509ｨ ｨｪｨｦｨｮｨｬ06ｨｪ07 ｨｺ ｨｮｨｹｨｮ0109ｨｬｨ ). 03ｨｦ ｨ ｨｪｨ ｨｰ ｨ ｨｪ05ｨｬｨｦ0604ｨｰ 00ｨｦｨ ｨ ｨｪ0007 ﾂ Pa 0208ｨｪｨ ｨｦ 0004ｨｰ ｨｴｨｰ: 400 kg 00ｨｮｨｦｨｬ06ｨｪ ｨｪｨｦｨｺ , 940 kg ｨｺ08ｨｮｨｮ (ｨｬ ｨｮｨｦｨｺ ｨ ｨｮ08ｨ ) ｨｺｨ ｨｦ 240 kg ｨｪ0209ｨｹ (080907ｨｮ00ｨｦｨｨ06ｨｬ02ｨｪ07 ｨｪ0209ｨｹ). 03ｨｦ ｨ ｨｪｨ ｨｰ ｨ ｨｰ ｨｺ01ｨｬｨ 08ｨｪ07ｨｪ00ｨ ｨｦ ｨ ｨｪ ｨ ｨｬ ｨｮｨｦｨｺ ｨ ｨｮ08ｨ 0004ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｺｨ ｨｦ ｨ ｨｪ00ｨｦｨｮ0007ｨｦ ﾂ0705ｨｪ ｨｮ02 ｨｬｨｦｨｺ ｨ ｨｮｨｦｨｬｨｹ000400ｨ. 01ｨｦｨ ｨｬ0200ｨ ｨ ｨｮｨｦｨｬｨｹ000400ｨ ｨｮ0008ｨｨ0200ｨ ｨｦ ｨｺｨ ｨｮ ｨｦ0400ｨｦｨｺｨｹ 0809ｨｹｨｮｨｨ ｨ ｨ ｨｮｨｬｨ 0208ｨｦ ﾂ05ｨｪ0200ｨ ｨｦ ｨｬ ｨｮ ｨｦ0400ｨｦｨｺ05 ｨｮ ﾂ0201ｨｦｨ ｨｮｨｬ06ｨｪｨ 02ｨｦ01ｨｦｨｺ05 00ｨｦｨ 0205ｨ ｨｮｨｺ ｨｬｨ 00ｨ (ｨｬ02 ｨ 0209ｨ ｨｺ00ｨｦｨｺ ｨｮ04). 08ｨ 0002 ﾂｨｪ ｨｦｨｺ05 ﾂｨ 09ｨ ｨｺ000409ｨｦｨｮ00ｨｦｨｺ ｨｦｨｺ0705 (ｨｹ08ｨｴｨｰ ｨｮ01ｨｦ070908ｨｮ0004ｨｺｨ ｨｪ ｨｮ ｨｪ0400ｨｦｨｺ ｨ ｨｮ08ｨ ｨ ｨｮ ｨｦｨｮｨｬ06ｨｪ ｨｺ ｨｬｨ 0007ｨｰ ｨｺｨ ｨｪ , 00ｨ ｨ ｨｪｨ ｨｦｨｺ05 ｨ ｨｮｨｬｨ 00ｨ 0004ｨｰ ｨ ｨｰ 0108ｨｪ07ｨｪ00ｨ ｨｦ ｨｺｨ ｨｦ ｨｮ ﾂ0705ｨｦ050307ｨｪ00ｨ ｨｦ ｨｮ0004ｨｪ [2]), 0208ｨｪｨ ｨｦ: (ｨ ) ｨｬ0600ｨｦｨｮ0004 ｨ ｨｪ0007 ﾂ07: Mpa, (09) ｨｰ (ｨｮｨｺ ｨｬ06ｨｪ0701): 1500 kg/m 3 (00) 00ｨ ﾂ ｨ ｨｪ ｨ ｨｪ0007 ﾂ07ｨｰ ｨ 08ｨｹ 0007 ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ, (01) ｨｮ01ｨｪ ｨｮ0007ｨｰ ｨｨ0209ｨｬｨｦｨｺ07ｨｰ ｨ 00ｨｴ00ｨｦｨｬｨｹ000400ｨ ｨｰ: 0,50 kcal/mhc o (06ｨｪｨ ｨｪ00ｨｦ 1,40 kcal/mhc o 00ｨｦｨ ｨｮｨｺ0109ｨｹ0102ｨｬｨ ｨｬ02 ｨ ｨｮ0902ｨｮ000705ｨｦｨｨｨｦｨｺ05 ｨ 0109ｨ ｨｪ07), (02) ｨｬ ｨ ｨｮ00ｨｦｨｺｨｹ000400ｨ ｨｰ (0006ｨｬｨｪ07ｨｪ ｨｮ0004 ｨｮ0005ｨｨｨｬ04 30% 0004ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ): MPa, (ｨｮ00) ｨｺｨ 00ｨ ｨｮ00ｨ 00ｨｦｨｺｨｹｨｰ ｨｪｨｹｨｬ07ｨｰ 0005ｨｮ02ｨｴｨｪ-08ｨ 09ｨ ｨｬ ｨｮ02ｨｴｨｪ 0009ｨ ｨｬｨｬｨｦｨｺｨｹｨｰ, 03) ｨｮ01ｨｪ050202ｨｦｨ ｨｬ ﾂ ｨ 08ｨ 09ｨｹｨｬ07ｨｦｨ ｨｺｨ ｨｦ 02ｨｪ0102 ﾂｨｹｨｬ02ｨｪｨ ｨｺｨ ｨ 08ｨｹ ｨ ｨｪ ｨｮ01ｨｬ09ｨ 00ｨｦｨｺ0705 ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｺｨ ｨｦ 04) ｨｮ01ｨｪ ｨｮ0007ｨｰ ｨｬｨ ｨｺ0907 ﾂ09ｨｹｨｪｨｦｨ ｨｰ 08ｨ 09ｨ ｨｬｨｹ0902ｨｴｨｮ04ｨｰ 08ｨ 09ｨｹｨｬ07ｨｦ07ｨｰ ｨｬ02 ｨ 0100ｨｹｨｪ ｨｮ01ｨｬ09ｨ 00ｨｦｨｺ0705 ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ 02ｨｬ02ｨ ｨｪ080302ｨｦ, ｨ 08ｨｹ ｨｰ ｨｬ04 ﾂｨ ｨｪｨｦｨｺ07ｨｰ ｨｮ01ｨｬ080209ｨｦ ｨｰ, 07ｨｬ07ｨｦｨｹ000400ｨ ｨｬ02 00ｨ ｨｮｨｺ ｨｬｨ 00ｨ ｨｰ ｨ ｨｪ0007- ﾂ07ｨｰ ｨｬ07ｨｦｨｹ000400ｨ ｨ ｨ ｨｦ ｨｮ0004ｨｪ [4] ｨｺｨ ｨｦ ｨ ｨｦｨｺ07 ｨ 08ｨｹ090907ｨｦｨ 00ｨｴｨｪ ｨｨ02ｨｴ0907ｨｮ02ｨｴｨｪ ｨ 00ｨｹ090201ｨｮｨ ｨｪ 0007 ｨｮ ﾂ0201ｨｦｨ ｨｮｨｬｨｹ ｨｦｨｺ0705 ｨｺｨ ｨｦ 07ｨｦ ｨｰ 0108ｨｪ07ｨｪ00ｨ ｨｦ 08ｨ 09ｨ ｨｺ0500ｨｴ ﾁ ｨｹ ﾂ07ｨｰ ｨｮ ﾂ0201ｨｦｨ ｨｮｨｬ ｨｦｨｺ ｨ ｨｪ ｨｰ ｨｬ0200ｨ ｨｰ 0101ｨｪｨ 0007ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ ｨｬ ｨｬｨｦｨｺ09ｨｹ ｨｪｨ 00ｨｹ ｨｰ ｨｺｨ ｨｦ 0007 ｨｬｨｦｨｺ09ｨｹ ｨｺｨｹｨｮ0007ｨｰ 08ｨ 09ｨ 00ｨｴ0007ｨｰ, ｨｮ02 ｨｮ01ｨｪ0101ｨ ｨｮｨｬｨｹ ｨｬ ｨｪ ｨｺｨ ｨｪｨ 0007 ｨｮ01ｨｪ050202ｨｦｨ ｨｺｨ ｨｦ ｨｬｨ ｨｺ0907 ﾂ09ｨｹｨｪｨｦｨ ｨｮ01ｨｬ080209ｨｦ ｨｪ ｨ ｨｮ08ｨ [4], ｨｮ0004ｨｪ ｨ 02ｨｪ ｨ ｨｦ 04 ｨ ｨｪ ｨｺ02ｨｦｨ 0004ｨｰ ｨｨ05ｨｦ0800ｨｦｨｺ07ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ ｨｴｨｰ ｨｺ ｨ 06ｨｦｨｪｨｹｨｬ04ｨｮ04ｨｰ ｨｺｨ ｨｦ 00ｨ ｨｮ04ｨｰ ｨｮｨｺ ｨｬｨ 0007ｨｰ, ｨｨ02ｨｴ0906ｨｪ00ｨ ｨｰ 0007 ｨｮｨｺ0109ｨｹ0102ｨｬｨ ｨｮ05ｨｮ0004ｨｬｨ 0009ｨｦ06ｨｪ ｨｬ ｨｰ 0205ｨｮ02ｨｴｨｪ (00ｨｴｨｪ ｨ 0109ｨ ｨｪ06ｨｪ, ｨｮｨｦｨｬ02ｨｪ ｨｺｨ ｨｦ 0004ｨｰ 02ｨｪ01ｨｦ05ｨｬ02ｨｮ04ｨｰ 0205ｨｮ04ｨｰ) ｨｮ01ｨｬ080209ｨ 08ｨｪ0200ｨ ｨｦ ｨｹ00ｨｦ 00ｨｦｨ ｨｺ05ｨｨ02 ｨ 0109ｨ ｨｪ06ｨｰ ﾂ02ｨｦ ｨｬｨｦｨ ｨｬ0200ｨ 09ｨ 00ｨｦｨｺ07 ｨｮ0005ｨｨｨｬ04 ｨｮｨｺ ｨｬｨ 0007ｨｰ, ｨｺ0500ｨｴ ｨ 08ｨｹ 0004ｨｪ ｨ 04 ｨｦｨｮ ﾂ ｨｮ ｨｪｨ ｨｦ 00ｨ ｨ 0109ｨ ｨｪ07 ｨｺｨ ｨｦ 04 ｨ ｨｪ0007 ﾂ ｨｮｨｺ ｨｬｨ 0007ｨｰ 0206ｨ ｨ ｨｦ, ｨｺ010908ｨｴｨｰ, ｨ 08ｨｹ 0004ｨｪ ｨ ｨｪ0007- ﾂ ｨｮｨｦｨｬ02ｨｪ ｨｺｨ ｨｦ 0805ｨｪｨｴ ｨ 08ｨｹ 0004ｨｪ ｨ ｨｦｨｮ ﾂ ｨｮ ｨｪｨ ｨｦ 07 00ｨｮｨｦｨｬ02ｨｪ ｨｹｨｰ ｨｺｨ ｨｦ 04 ｨ ｨｪ0007 ﾂ ｨｮｨｺ ｨｬｨ 0007ｨｰ 0206ｨ ｨ ｨｦ, ｨｺ010908ｨｴｨｰ, ｨ 08ｨｹ 0004ｨｪ ｨ ｨｪ0007 ﾂ ｨ 0109ｨ ｨｪ0705ｨｰ. 05 ｨｺ08ｨｮｨｮ ｨｪｨ ｨｦ ｨ ｨｮｨｨ02ｨｪ06ｨｮ ｨ 0109ｨ ｨｪ06ｨｰ ｨ 08ｨｹ 0007ｨｪ ｨ ｨｮ0902ｨｮ00ｨｹ05ｨｦｨｨ07 (ｨｺｨ ｨｨ06ｨｰ ｨｺｨ ｨｦ ｨ 0002 ﾂｨｪ ｨ ｨ 0109ｨ ｨｪ07) ｨｺｨ ｨｦ 04 ｨｬ0200ｨ 09ｨ 00ｨｦｨｺ07 ｨ ｨｮ0005ｨｨｨｬ04 ｨ ｨｪ0007 ﾂ07ｨｰ 0208ｨｪｨ ｨｦ ｨｬｨｦｨｺ09ｨｹ ｨｮ0004ｨｪ ｨｴｨｮ

3 59 ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ ｨ 08ｨｹ ｨｹ,00ｨｦ ｨｮ0004ｨｪ ｨｴｨｮ ｨ ｨｮ0902ｨｮ000705ｨｦｨｨｨｦｨｺ0705 ｨｮｨｺ ｨｬｨ 0007ｨｰ ( ｨ ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｬ ﾂｨｪ ｨ 0109ｨ ｨｪ07) ｨｮ ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ ｨｮｨｦｨｬ02ｨｪ (08. ﾂ. ｨｬ02 ｨ ｨｮ ｨｰ ｨｺｨ 00ｨ ｨｪ0505ｨｴｨｮ04ｨｰ ｨｮｨｦｨｬ06ｨｪ000701) ｨ ｨｪ02ｨｦ ｨ ｨｦｨｮｨｨ ｨｪ ｨ ｨｪ0007 ﾂ07 ｨｬ06 ﾂ09ｨｦ 0004ｨｪ ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂ04 ｨｬ0200ｨ 09ｨ 00ｨｦｨｺ07 ｨｮ0005ｨｨｨｬ ｨｮ0005ｨｨｨｬ04 ｨ ｨ ｨｦ000609ｨｴ ｨ ｨｮ ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ ｨｮｨｦｨｬ02ｨｪ ｨｦ ｨｦ 0101ｨｮｨ ｨｪ ｨ ｨｬｨｦｨｺ0907 ｨ ｨｮ ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ ｨｮｨｺ ｨｬｨ 0007ｨｰ ( ﾂｨ 09ｨ ｨｺ000409ｨｦｨｮ00ｨｦｨｺｨｹ ｨｦｨｴｨｪ ｨｮ01ｨｪｨｨ06ｨｮ02ｨｴｨｪ 0208ｨｪｨ ｨｦ ｨｦ ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ, 08 ﾂ. 04 ｨ ｨｪ0007 ﾂ07 00ｨｴｨｪ ｨｬ020906ｨｪ 0208ｨｪｨ ｨｦ ｨｦｨ ｨｬ ｨｪ ｨ ｨｪ0007 ﾂ07 00ｨｴｨｪ 0208ｨｺ07ｨｮｨｦ 07ｨｺ ｨｬ020906ｨｪ). 01ｨｦｨ ｨ ｨｦ000609ｨｴ ｨ ｨｮ ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨ 08ｨ ｨｦ ｨ ｨｦ ｨ 0109ｨ ｨｪ06ｨｰ ｨｬ02 ｨｬ0200ｨ ｨ ｨｪ0007 ﾂ07. 03ｨｦ ｨｺｨｹｨｺｨｺ07ｨｦ 0004ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｺ ｨｪ ｨ 08ｨｹ ｨｨ09ｨ 05ｨｮ04 ｨｬ0200ｨ ｨｴｨｪ ｨｺｨｹｨｺｨｺｨｴｨｪ ｨｮ0004 ｨｨ06ｨｮ04 00ｨｴｨｪ ｨｬ ｨｴｨｪ 08ｨｹ09ｨｴｨｪ ｨｺｨ ｨｦ 00ｨｦ ｯ ｨ 0100ｨｹ 02ｨｬ02ｨ ｨｪ ｨｪ ｨｬ0200ｨ ｨ ｨｪ0007 ﾂ07, ｨｹｨｮ07 ｨｬ02ｨｦ06ｨｪ0200ｨ ｨｦ 0007 ｨｬ060002ｨｨｨｹｨｰ ｨｰ ﾂ0904ｨｮｨｦｨｬ ｨｮ04 ｨｬｨｦｨｺ0906ｨｪ ｨｺｨｹｨｺｨｺｨｴｨｪ 0208ｨｦ ﾂ05ｨｪ0200ｨ ｨｦ ｨ ｨｮ ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ ｨｹ ﾂｨｦ ｨｬｨｹｨｪ07 05ｨｹ00ｨｴ 0004ｨｰ ｨｬ0200ｨ ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ ｨｰ, ｨ ｨｺｨ ｨｦ 05ｨｹ00ｨｴ 0004ｨｰ ｨｬ0200ｨ ｨｰ 07ｨｬ07ｨｦ070006ｨｪ02ｨｦｨ ｨｰ ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｺ ｨｦ ｨｮｨｬｨ 0004ｨｰ 08ｨ 09ｨ 0805ｨｪｨｴ ｨｨ ｨｮ04ｨｰ 0700ｨ ｨｪ 04 ｨｬ0208ｨｴｨｮ ｨｬ0600ｨｦｨｮ ｨｺｨｹｨｺｨｺ ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｮ00ｨ 8 mm ｨｪ 01ｨｦ07ｨｨ060004ｨｮ04 ｨｬｨｦｨｺ ｨｺｨｹｨｺｨｺ0701 ｨ ｨ ｨｦ, ｨｮ04ｨｰ, ｨｹ090504ｨｬｨ 0004ｨｰ ｨ ｨｪ0008ｨｮ ｨｰ ｨ 08ｨｹｨｬｨｦ0604ｨｰ ｨｮ01ｨｬ09ｨ 00ｨｦｨｺ0705 ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ (ｨｬ02 ｨｬ0600ｨｦｨｮ0007 ｨｺｨｹｨｺｨｺ07 30 mm) ｨｺｨ ｨｦ ｨｦ06ｨｪ0200ｨ ｨｦ 04 ｨｮ01ｨｪ050202ｨｦｨ ｨｬ ｨｪ ｨｦｨｮｨｬｨｹ (ｨ ｨｪ02ｨｦ 04 02ｨｪ020900ｨｹｨｰ 0208ｨｦ0205ｨｪ02ｨｦｨ 0208ｨ 0207ｨｰ). 01ｨｦｨ 0004ｨｪ ｨ 06ｨｦ ｨｮ04 00ｨｴｨｪ ｨ ｨｪｨｦｨｺ06ｨｪ ｨｦ01ｨｦ ｨｴｨｪ ｨｦｨｺ ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｺｨ ｨｦ 0004ｨｰ ｨｮ01ｨｪ0208ｨ 00ｨｹｨｬ02ｨｪ04ｨｰ ｨｬｨｦｨｺ09ｨｹ ｨｰ 01ｨｦｨ ｨ 00ｨｹ000400ｨ ｨｰ ｨｺｨ ｨｦ ｨｬ0200ｨ ｨｰ ﾂ04ｨｬｨｦｨｺ07ｨｰ ｨ ｨｪｨｨ02ｨｺ00ｨｦｨｺｨｹ000400ｨ ｨｰ ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ, 0102ｨｪ 01ｨｦ07ｨｨ ｨ ｨｦ 04 ｨ ｨｪ00ｨｦｨｺｨ 0005ｨｮ00ｨ ｨｮ ｨｦｨｺ0705 ｨｬ02 ｨ ｨｮ0902ｨｮ000705ｨｦｨｨｨｦｨｺ07 05ｨｬｨｬ07 ( ｨ ｨｮ01ｨｪ ｨ ｨｦ ｨ ｨｮ ｨｰ ｨｺｨ ｨｦ ｨｬ0208ｨｴｨｮ ｨｰ ｨｨ0209ｨｬ07ｨ 00ｨｴ00ｨｦｨｬｨｹ000400ｨ ｨｰ ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ). 05 ｨｬ0200ｨ ｨｬ07ｨｦ070006ｨｪ02ｨｦｨ ｨｦｨｺ0705, 05ｨｹ00ｨｴ ｨｬｨｦｨｺ ｨｺｨｹｨｺｨｺ , ｨｺｨ ｨｦ 07ｨｦ ｨｮ01ｨｪ0208ｨ 00ｨｹｨｬ02ｨｪ02ｨｰ ｨｬｨｦｨｺ09ｨｹ ｨｰ 02ｨｮｨｴ000209ｨｦｨｺ06ｨｰ ｨｬｨｦｨｺ ｨｬｨ 0006ｨｮ02ｨｦｨｰ ｨ ｨｪ 0809ｨｹｨｮｨｨ ｨ ｨｪ00ｨ ｨｴｨｮ04ｨｰ 0004ｨｰ 01ｨｦｨ ｨ 00ｨｹ ｨｰ ｨｮｨｨ07ｨｺ ｨｮ0109ｨｬｨ ｨｬｨ 0007ｨｰ ｨｴ ｨ 08ｨｹ 0007ｨｪ ｨｺ05ｨｴ09ｨｹ 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ, 0101ｨｪｨ ｨｹ00ｨｴ ｨｬｨｦｨｺ ｨｺｨｹｨｺｨｺ0701, 01ｨｦ07ｨｨ020007ｨｨ04ｨｺ02 00ｨｦｨ ｨｴｨｮ ｨｰ ｨｮ01ｨｬ080209ｨｦ ｨｰ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ, ｨｺｨ ｨｨ06ｨｰ ｨ ｨｪ07ｨｪ00ｨ ｨｰ 0004ｨｪ ｨｺ01ｨｮ00ｨｦｨｺ07 ｨ ｨｪ0007 ﾂ ｨｰ 0208ｨｦｨｺ ｨｰ ｨｦｨｮｨｬ ｨｦ ｨｦ ｨｬ0200ｨ ｨ ｨｪ ｨｴ00ｨｬ06ｨｪ (080209ｨｦｨｮｨｮｨｹ ｨｰ 09ｨｴ00ｨｬ06ｨｰ) ｨｺｨ ｨｦ ｨｺｨ ｨｨ01ｨｮ ｨｮ ｨｰ ｨｦ0607ｨｰ ｨｰ. 08ｨ ｨｨ01ｨｮ ｨｪ ｨ 0807ｨｺｨｹ050504ｨｮ ｨｰ 0208ｨｦｨｺ ｨｰ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｦ 0004 ｨｮ01ｨｪ0208ｨ 00ｨｹｨｬ02ｨｪ04 ｨｬ0208ｨｴｨｮ ｨｰ 02ｨｪ ｨｦｨ 0007ｨｬ07ｨｰ ｨｮ0007ｨｦ ﾂ ｨｮ04ｨｰ, ｨｮ0100ｨｺ09ｨ 0006ｨｪ00ｨ ｨｰ ｨｪｨ ｨｬ04ｨｪ 01ｨｦｨ ｨｮｨｺ070908ｨｦｨｮ ｨｬｨ 00ｨｴｨｬ06ｨｪ07 ｨｮｨｺ0109ｨｹ0102ｨｬｨ 0208ｨｦ ｨｦ ｨｬｨ ｨｺ09ｨｹ ｨｦ ｨｰ 0201ｨｪ07ｨｲｨｺ07ｨｰ ｨｮ04ｨｰ 0004ｨｰ ｨｮ02ｨｦ0604ｨｰ 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ ｨｪ ｨｦ020800ｨ ｨｦ ｨｬ ｨｪ ｨ 0807ｨｺｨｹ050504ｨｮ ｨｰ 0208ｨｦｨｺ ｨｰ. 08ｨ 0005 ｨｺ050807ｨｦ ｨｹ0807, 04 02ｨｪ08ｨｮ ﾂ01ｨｮ ｨｮ0109ｨｬｨ ｨｬｨ 0007ｨｰ ｨｮ ｨｦ ｨｦｨｺ05 ｨｮ0007 ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｬ02 ｨ 0805ｨｹ ｨｺｨ ｨｦ 07ｨｦｨｺ07ｨｪ07ｨｬｨｦｨｺｨｹ 0009ｨｹ ｨ ｨｪ02ｨｺ0007ｨｬｨ 00ｨ ｨｦｨｪｨｴ0805ｨｦｨｮｨｬ06ｨｪ0701 ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｹ ﾂ07ｨｦ ｨｺｨ ｨｦ ｨｦｨｺ ｨｬｨｬｨ 0007ｨｰ 03 ｨｮ ﾂ0200ｨｦｨｺ05 ｨｬ ｨｰ 05ｨｹ0007ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ ｨｰ ｨｰ ｨｦｨｺ0705, 40% ｨｬ0200ｨ ｨｰ ｨ 08ｨｹ ｨ 0100ｨｹｨｪ ｨｺｨ ｨｪ07ｨｪｨｦｨｺ0705 ｨｮｨｺ ｨｬｨ 0007ｨｰ (ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂ04ｨｰ ｨ ｨｪ0007 ﾂ07ｨｰ), ｨ ｨｨ0200ｨｦｨｺ07 06ｨｪ0102ｨｦ ｨｰ ｨ ｨｪ00ｨｦｨｮ02ｨｦｨｮｨｬｨｦｨｺ07ｨｰ ｨ 0608ｨ ｨｰ ｨｬｨｦｨｺ09ｨｹ ｨｬ ｨ ｨｮ00ｨｦｨｺｨｹ000400ｨ ｨｰ ｨｺｨ ｨｦ 04 ｨｬｨｦｨｺ ｨｮｨｺｨ ｨｬ0308ｨ, 0004ｨｪ ｨ ｨｪ02ｨｦ ｨｺｨ ｨｦ 04 ｨｮ ﾂ0200ｨｦｨｺ05 ｨｬ0200ｨ ｨ ｨｨ0109ｨｹ ｨｮ ｨｺｨｦｨｬ08ｨｴｨｪ, ｨｨ060002ｨｦ 0209ｨｴ0007ｨｬｨ 00ｨ ｨｮ ﾂ0200ｨｦｨｺ05 ｨｬ ｨｬ060002ｨｨ07ｨｰ 00ｨｴｨｪ ｨｬ0200ｨ ｨｮ02ｨｴｨｪ ｨｺｨ ｨｦ 0004ｨｪ 0805ｨ ｨｮ00ｨｦｨｬｨｹ000400ｨ 00ｨｴｨｪ 0107ｨｬｨｦｨｺ06ｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ. 03 ｨｮｨｺ0708ｨｹｨｰ ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ ｨｬｨｬｨ 0007ｨｰ ( ｨｦ07ｨｨ04ｨｺ02 ｨｮ ｨｮ02ｨｦｨｰ ｨｮ ｨ 08ｨｮｨｦ07 01ｨｦ0805ｨｴｨｬｨ 00ｨｦｨｺ06ｨｪ ｨ ｨｮｨｦ06ｨｪ 0004ｨｰ ｨｦｨｹ ｨｺｨ ｨｦ 0004ｨｰ ｨｦｨｹ ) 0700ｨ ｨｪ ｨ 02 ｯ 02ｨｪｨｹｨｰ ｨｪｨ 01ｨｦｨ ｨｮｨ 0204ｨｪｨｦｨｮ000705ｨｪ 00ｨ 08ｨ 09ｨ 0805ｨｪｨｴ 0209ｨｴ0007ｨｬｨ 00ｨ ｨｬ06ｨｮｨｴ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ07ｨｰ 01ｨｦ ｨｪ04ｨｮ04ｨｰ 0004ｨｰ ｨｮ02ｨｦｨｮｨｬｨｦｨｺ07ｨｰ ｨｮ01ｨｬ080209ｨｦ ｨｰ 0009ｨ ｨｬｨｬｨｦｨｺ06ｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｮ0109ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｮ02 ｨｮ0100ｨｺ09ｨｦ00ｨｦｨｺ ｨｮ04 ｨｬ ｨｮ01ｨｬ080209ｨｦ ｨｮ ｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ ｨｺｨ ｨｦ ｨ 02 ｯ ｨｪｨ 01ｨｦ ｨｪ04ｨｨ ｨｦ ｨｮ0004 ｨｮ01ｨｬ080209ｨｦ ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ 09ｨ ｨｮｨｦｨｺ06ｨｪ 08ｨ 09ｨ ｨｬ060009ｨｴｨｪ, ｨｹ08ｨｴｨｰ 0007 ｨ ｨｪ0400ｨｬ06ｨｪ ｨｮ07ｨｮ00ｨｹ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ0705, ｨｦｨｹ000400ｨ ｨｺｨ ｨｦ 04 ｨ 08ｨｹｨｮ00ｨ ｨｮ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｦ 04 01ｨｦ0500ｨ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ ｨｬ02ｨ ｨｮ ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ ｨｬｨｬｨ 0007ｨｰ ｨｮ0004ｨｪ 0208ｨｦ ｨｴｨｪ 08ｨ 09ｨ ｨｬ060009ｨｴｨｪ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｦ ｨｹ ｨｦ0500ｨ 0604ｨｰ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ ｨｹｨｨ04ｨｺ02 00ｨｦｨ ｨｰ ｨｰ 05ｨｹ000701ｨｰ: ｨ ) ｨｪｨｹ00ｨｦ 07 ｨｮ0500 ﾂ0907ｨｪ07ｨｰ ｨｺｨ ｨｪ07ｨｪｨｦｨｮｨｬｨｹｨｰ 0102ｨｪ ｨｨ060002ｨｦ ｨｦ0709ｨｦｨｮｨｬｨｹ ｨｴｨｰ ｨｰ 0004ｨｪ 0807ｨｦｨｹ000400ｨ 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ, ｨｮ0004ｨｪ ﾂ ｨ ｨｰ S ｨｪ02ｨｦ ｨｪｨ 02ｨｺ ｨｮ02ｨｦ 0004ｨｪ 08ｨ 05ｨｦｨｹ000209ｨ 0002ｨｪｨｦｨｺ0201ｨｬ06ｨｪ04 ﾂ0907ｨｮ ﾂ ｨ S ｨｰ 06ｨｪｨ ｨ 08ｨｹ 00ｨ ｨｪ02ｨｺ0007ｨｬｨ 00ｨ 0004ｨｰ ｨ ｨｪ00ｨｦｨｺｨ 0005ｨｮ00ｨ ｨｮ04ｨｰ ｨ ｨｰ, ｨ ｨｮ01ｨｪ ｨ ｨｦ ｨ 08ｨｹ ｨｮ02ｨｦ ｨｬ0500ｨｴｨｪ ｨｮ01ｨｪ010607ｨｪ00ｨ ｨｦ ｨｬ ｨｬｨｦｨｺ09ｨｹ ｨｺｨｦｨｬｨｹ000400ｨ 00ｨｴｨｪ ｨｦｨｮｨｮｨｹ000209ｨｴｨｪ ｨｴｨｪ ﾂｨ ｨｴｨｪ 0004ｨｰ 0807ｨｦｨｹ000400ｨ ｨｰ ｨ ｨｰ, ｨｨ02ｨｴ ｨ ｨｦ ｨｪｨ 00ｨｹ000400ｨ ｨ ｨｮ04ｨｰ 0004ｨｰ ｨ 08ｨｹｨｮ00ｨ ｨｮ04ｨｰ 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ (00ｨｦｨ 0801ｨｦ07 ｨｬ060002ｨｨ07ｨｰ ｨ ｨｪｨ 05ｨ ｨｬ09ｨ ｨｪｨｹｨｬ02ｨｪ04ｨｰ 0006ｨｬｨｪ0701ｨｮｨ ｨｰ) ｨｺｨ ｨｦ 00ｨｦ ｯ ｨ 0100ｨｹ 0201 ﾂ020906ｨｮ ｨｰ ｨｮｨｺ ｨｮ04ｨｰ ｨｺｨ ｨｦ ｨｬ0200ｨ ｨｰ 07ｨｦｨｺ07ｨｪ07ｨｬ08ｨ ｨｰ. 05 ｨ 08ｨｹｨｮ00ｨ ｨｮ04 ｨｺｨ ｨｦ ｨｦｨｹ000400ｨ 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ ｨｮ01ｨｪ010105ｨｮ0004ｨｺｨ ｨｪ, 06ｨｮ0002 ｨｪｨ ﾂｨｨ0208 ｨｬ06ｨｮｨｴ 0004ｨｰ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ07ｨｰ 01ｨｦ ｨｪ04ｨｮ04ｨｰ ｨｨｨｹ000400ｨ 0004ｨｰ ｨｨ ｨｮ04ｨｰ ｨ ｨｰ. (09) 0705ｨｬ02ｨｴｨｪｨ ｨｬ02 00ｨｦｨｰ ｨ 08ｨ ｨｦ0007ｨｮ02ｨｦｨｰ ｨｮ0500 ﾂ0907ｨｪ0701 ｨｺｨ ｨｪ07ｨｪｨｦｨｮｨｬ0705, ｨｮ00ｨ ｨｬｨ 00ｨ 00ｨｴｨｪ 0805ｨ ｨｦｨｮ08ｨｴｨｪ ｨｮ ﾂ0201ｨｦ050307ｨｪ00ｨ ｨｦ 00ｨｦｨ ｨｪｨ ｨ ｨｪ ｨｪ ｨｮ02ｨｦｨｮｨｬｨｦｨｺ06ｨｰ ｨｮ02ｨｦｨｰ 07ｨｦ ｨｨ0200ｨｦｨｺ06ｨｰ ｨｺｨ ｨｦ ｨ 09ｨｪ0400ｨｦｨｺ06ｨｰ ｨｰ ｨｺ ｨｪ ｨｮ01 ﾂｨｪ ｨｦ ｨｦ0701 ｨｬ020006ｨｨ0701ｨｰ. 05 ｨｮ01ｨｪ07ｨｨ04ｨｰ 01ｨｦ0500ｨ ｨｪｨ ｨｦ ｨｨ060004ｨｮ04 00ｨｴｨｪ ｨｴｨｪ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｰ ｨｮ0004ｨｪ ｨ ｨｺ09ｨ 08ｨ 05ｨｪｨｴ ｨｺｨ ｨｦ ｨｺ0500ｨｴ ｨｦ07 ﾂ ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ ｨｦ0500ｨ 0604 ｨ ｨｬ02ｨ ｨｪ080302ｨｦ ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ05 ｨｬ02ｨｦ07ｨｪ02ｨｺ0007ｨｬｨ 00ｨ ｨｹ08ｨｴｨｰ: (ｨ ) 0101ｨｮｨｺ ｨｰ ｨｺｨ ｨｦ05ｨｮ0009ｨｴｨｮ04 ｨｺｨ ｨｦ ｨｮｨｺ ｨｮ ｨｮｨｺ ｨｬｨ 0007ｨｰ, (09) ｨｬ02ｨｦｨｴｨｬ06ｨｪ04 ｨｦｨｺｨ ｨｪｨｹ000400ｨ ｨ ｨｪ ｨｰ 0006ｨｬｨｪ0701ｨｮｨ ｨｰ ｨ 08ｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ, 05ｨｹ00ｨｴ ｨｬ02ｨｦｨｴｨｬ06ｨｪ ｨｨ0701ｨｰ 0004ｨｰ ｨｨ05ｨｦ09ｨｹｨｬ02ｨｪ04ｨｰ 0306ｨｪ04ｨｰ (ｨｮ01ｨｪ060802ｨｦｨ ｨｬ ｨｨ05ｨｦ09ｨｹ-

4 1360 T02 ﾂｨｪ. ﾁ0907ｨｪ. 0308ｨｦｨｮ00. 00ｨｺ , 07, ﾂ Tech. Chron. Sci. J. TCG, I, No 2 07 ﾂ. 1: 0402ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ07 01ｨｦ0500ｨ Fig. 1: Test set up. ｨｬ02ｨｪ ｨｦｨｮｨｬ0705), (00) ｨ ｨｪ ｨｪ 0005ｨｮ02ｨｴｨｪ ｨｮ01ｨｪ050202ｨｦｨ ｨｰ, 05ｨｹ00ｨｴ ｨ ｨｪ ｨｰ 0709ｨｨ06ｨｪ 0005ｨｮ02ｨｴｨｪ ｨ ｨｪ0008ｨｨ ｨｮ07ｨｬ0701 ｨｮ00ｨｦｨｰ ｨｰ ｨｦｨｮｨｬ0705 ｨｮ0004ｨｪ ｨｦ07 ﾂ07 ｨｺ07ｨｪ0005 ｨｮ00ｨｦｨｰ 08ｨ 0902ｨｦ06ｨｰ ｨｺｨｹｨｬ ｨｺ06ｨｪ ｨｺｨ ｨｦ ｨｮ000105ｨｴｨｬ0500ｨｴｨｪ, (01) ｨ 08ｨ ｨｮ04 ｨｬ ｨｰ 0004ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ 00ｨｴｨｪ ｨｴｨｬ0500ｨｴｨｪ 00ｨｦｨ ｨｦ0500ｨ ｨｴｨｪ ｨｴｨｪ ｨｺｨ ｨｰ, ｨｺ ｨｦ0500ｨ ｨｴｨｪ ｨｴｨｪ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｨ ｯ ｨｰ 0004ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ ｨ ｨｦ 00ｨ 08ｨ 09ｨ 0805ｨｪｨｴ ｨｬ02ｨｦ07ｨｪ02ｨｺ0007ｨｬｨ 00ｨ ｨｺｨ ｨｦ, 0208ｨｦ ｨｪ, ｨｬ06ｨｮｨｴ 00ｨｴｨｪ 02ｨｪ01ｨｦ05ｨｬ02ｨｮｨｴｨｪ ｨｴｨｪ 02ｨｪｨｦｨｮ ﾂ0502ｨｦ ｨｮｨ ｨｦｨｺｨ ｨｪｨｹ000400ｨ ｨｺｨｹｨｬ ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ05 ｨｮ0007ｨｦ ﾂ0208ｨ 0308ｨｺ07ｨｮｨｦ ｨ ｨｬ02ｨｦ060902ｨｦｨｮ00ｨ ｨｮ0007ｨｦ ﾂ0208ｨ ｨ ｨｪ070800ｨｬｨ 0007ｨｰ mm, 0106ｨｺｨ ｨ 08ｨｹ ｨ ｨｬ02 01ｨｦｨ 0007ｨｬ07 150x150 mm (010807ｨｮ ｨｬｨ 00ｨ, ｨｮ0004ｨｪ ｨｮ04), ｨｺｨ ｨｦ 0106ｨｺｨ ｨｬ02 01ｨｦｨ 0007ｨｬ07 150x300 mm (0107ｨｺ0708, ｨｮ ｨｮ04), 0208ｨｦ0807ｨｪ07ｨｨ04ｨｺｨ ｨｪ ｨｮ ｨｺ0509ｨｮｨｦｨ 02ｨｪｨ 0505ｨ ｨｮｨｮｨｹｨｬ02ｨｪ04 ｨｬ0200ｨ ｨｺ08ｨｪ04ｨｮ04 ｨｮ0004ｨｪ ｨｦ07 ﾂ ｨｬ06ｨｮ ｨｹ ｨｮ00ｨ ｨｨ0209ｨｹ ｨ 0607ｨｪｨｦｨｺｨｹ ｨｬ06ｨｮｨｴ 0004ｨｰ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ07ｨｰ 01ｨｦ0500ｨ 0604ｨｰ ｨ 08ｨｪ0200ｨ ｨｦ ｨｮ0007 ｨｮ ﾂ ｨｹ 00ｨ ｨｮ0007ｨｦ ﾂ0208ｨ ｨ ｨ 0102ｨｺｨ ｨ 0700ｨ ｨｪ ｨ 08ｨｹ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｺｨ ｨｦ 00ｨ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ ｨｴ ｨ 08ｨｹ 0007ｨｪ ｨｺ05ｨｴ09ｨｹ ｨｦｨｮｨｬ ｨｮｨｮ0509ｨｴｨｪ ｨｮ000105ｨｴｨｬ0500ｨｴｨｪ ｨｺｨ ｨｦ ｨｹ05ｨｴｨｪ 00ｨｴｨｪ 0107ｨｺ06ｨｪ ｨｨ020007ｨｨ04ｨｺ02 ｨｮ0109ｨｬｨ 00ｨｹ ｨｬｨ, ｨｹ08ｨｴｨｰ 02ｨ 08ｨｪ0200ｨ ｨｦ ｨｮ0007 ｨｮ ﾂ ｨ ｨｮ ｨｬｨ 00ｨ 0208ｨｦ0807ｨｪ07ｨｨ04ｨｺｨ ｨｪ ｨｮ ｨｮ04ｨｬ0208ｨ ｨｮ0004ｨｪ ｨｦ07 ﾂ ｨｬ06ｨｮ0701, ｨｹ08ｨｴｨｰ 02ｨ 08ｨｪ0200ｨ ｨｦ ｨｮ0007 ｨｮ ﾂ ｨｦ07 ﾂ ｨｬ06ｨｮ ｨ ｨｪ 02ｨｪｨｦｨｮ ﾂ01ｨｬ06ｨｪ04 ｨｬ ｨｹｨｮｨｨ ｨｦｨｮｨｬｨｹ ｨｺｨ ｨｦ 08ｨ 09ｨ ｨｺ ｨｨ ｨｮ01ｨｬ080209ｨｦ ｨｴｨｪ ｨ ｨｺ09ｨ 08ｨｴｨｪ ｨｦ07 ﾂ06ｨｪ ｨｮ0007ｨｦ ﾂ ｨｦｨｮ070101ｨｪｨ ｨｬ0705ｨｪ ｨｬ ｨｮ ｨｬｨ 00ｨ ｨｹ050701ｨｰ (ｨｬ02 05ｨｹ ｨｦ0500ｨｬ04ｨｮ04ｨｰ 08ｨｮ07 ｨｬ02 5.5) ｨｮ02 02ｨｪｨ 0505ｨ ｨｮｨｮｨｹｨｬ02ｨｪ04 ｨｬ0200ｨ 00ｨｹ08ｨｦｨｮ ｨｨ ｨｺ ｨｹ ｨｮ00ｨ ｨｨ0209ｨｹ ｨ ｨｪ0400ｨｬ06ｨｪ07 ｨ 0607ｨｪｨｦｨｺｨｹ ｨｦ 0107ｨｺ ｨｦ0807ｨｪ07ｨｨ04ｨｺｨ ｨｪ ｨｮ02 06ｨｪｨ ｨｮ04ｨｬ ｨｮ0007 ｨｬ06ｨｮ07ｨｪ ｨ ｨｪ070800ｨｬｨ 0007ｨｰ (ｨｬ02 05ｨｹ ｨｦ0500ｨｬ04ｨｮ04ｨｰ 08ｨｮ07 ｨｬ02 3.5). 03ｨｦ ｨｬ060902ｨｦ02ｨｰ ｨｹ0805ｨｦｨｮ04ｨｰ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ 02ｨ 08ｨｪ07ｨｪ00ｨ ｨｦ ｨｮ0007 ｨｮ ﾂ ｨｮ01ｨｬ090705ｨｦｨｮｨｬｨｹ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ 00ｨ ｨｬｨｬｨ 00ｨ L ｨｺｨ ｨｦ N ｨｪ0701ｨｪ 0007ｨｪ ｨｮｨｺ ｨｬｨ 0007ｨｰ (ｨｮ0109ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｺｨ ｨｦ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ, ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂｨ ), 02ｨｪ06 00ｨ ｨｬｨｬｨ 00ｨ C ｨｺｨ ｨｦ B ｨｪ0701ｨｪ ｨｰ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ (010807ｨｮ000505ｨｴｨｬｨ ｨｺｨ ｨｦ 0107ｨｺｨｹ, ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂｨ ). 07 ﾂ. 2: ｨｬｨ ｨｴ ｨ 08ｨｹ 0007ｨｪ ｨｦｨｮｨｬｨｹ. Fig. 2: Wiremesh around the reinforcement. 05 ｨｮｨｺ ｨｮ04 00ｨｴｨｪ 0107ｨｺ06ｨｪ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ 0600ｨｦｨｪ02 ｨｬ ｨｦｨｬ07 ｨｮｨｺ0109ｨｹ0102ｨｬｨ, 02ｨｪ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ 00ｨｦｨ 0004 ｨｮｨｺ ｨｮ04 00ｨｴｨｪ 0108ｨｹ0507ｨｦ08ｨｴｨｪ 0107ｨｺ06ｨｪ 0600ｨｦｨｪ ｨｹ ｨｬ ｨｮ08ｨ 0004ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ( ﾂｨｴ0908ｨｰ ｨｦｨ ﾂ07) ｨｮ02 06ｨｪｨ ｨｺ0505ｨｮｨｬｨ 0-8 mm, ｨｮｨｦｨｬ06ｨｪ ｨｺｨ ｨｦ ｨｪ ｨｮ ｨ ｨ ﾂ07ｨｬｨ 0007ｨｰ ｨｦｨｬ0701 ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｬ ｨｪ 02ｨｺｨｺ06ｨｪｨｴｨｮ ｨ 08ｨｹ ｨｦｨｬ07 ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ ｨ 0905ｨｬ ｨｦ ｨｬｨｬｨ 0007ｨｰ 01ｨｦｨ 00ｨ ｨｮ ｨｬｨ 00ｨ ( ｨｮ ｨｬｨｬｨ 0007ｨｰ) ｨｬ0200ｨ ｨｰ 08ｨ 0905ｨｬ ｨｦ 0700ｨ ｨｪ: ｨ ) ｨｮ07ｨｮ00ｨｹ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ0705 ｨｬ02 00ｨｦｨｬ06ｨｰ 0.9% ｨｺｨ ｨｦ 2.0% ｨｺｨ ｨｦ 09) 04 ｨ ｨｪ0007 ﾂ ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｬ02 00ｨｦｨｬ06ｨｰ 18 M05a ｨｺｨ ｨｦ 30 M05a. 03ｨｦ ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂ02ｨｰ 00ｨｦｨｬ06ｨｰ 00ｨｦｨ 0007 ｨｬ04 ﾂｨ ｨｪｨｦｨｺｨｹ 0807ｨｮ07ｨｮ00ｨｹ ｨｦｨｮｨｬ0705 ( ｨｨ02ｨｴ0907ｨｨ04ｨｺ02 ｨｴｨｰ ｨ ｨｮｨｦｨｺｨｹ ｨｬ060002ｨｨ07ｨｰ 0208ｨｦ ｨｰ) 0700ｨ ｨｪ 0.12, 0.20, 0.26 ｨｺｨ ｨｦ ｨｦｨ ｨｺ05ｨｨ02 08ｨ 0905ｨｬ ｨｺｨｦｨｬ05ｨｮ0004ｨｺｨ ｨｪ ｨｮ0007ｨｦ ﾂ0208ｨ : 06ｨｪｨ ｨ 08ｨｹ ｨｮ0109ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｺｨ ｨｦ 06ｨｪｨ ｨ 08ｨｹ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ. 03ｨｦ 00ｨｦｨｬ06ｨｰ ｨｬ04 ﾂｨ ｨｪｨｦｨｺ0705 ｨ ｨｪ0400ｨｬ06ｨｪ ｨｮ07ｨｮ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｦ 0007 ｨ ｨｪ0400ｨｬ06ｨｪ07 ｨ 0607ｨｪｨｦｨｺｨｹ ｨ ｨｪ ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂｨ 1.2 ｨｺｨ ｨｦ ｨｦｨ 00ｨｦｨｰ 0107ｨｺ0705ｨｰ ( ｨｮ ｨｬｨｬｨ 0007ｨｰ) 07ｨｦ ｨｬ0200ｨ ｨｰ 08ｨ 0905ｨｬ ｨｦ 0700ｨ ｨｪ: (ｨ ) ｨｦｨｹ000400ｨ, ｨ 08ｨｹｨｮ00ｨ ｨｮ04 ｨｺｨ ｨｦ 01ｨｦ0500ｨ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｦ (09) 04 01ｨｦ0500ｨ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ ｨｦ07ｨｨ020007ｨｨ04ｨｺｨ ｨｪ ｨｦｨｹ ｨｰ ｨｮ01ｨｪ ｨｴｨｪ: S220 ｨｺｨ ｨｦ S500, ｨ 0807ｨｮ0005ｨｮ02ｨｦｨｰ ｨｮ01ｨｪ ｨｴｨｪ 100 mm ｨｺｨ ｨｦ 200 mm, ｨｦｨ ｨｦｨｰ ｨｮ01ｨｪ ｨｴｨｪ ｨ 08ｨｪ07ｨｪ00ｨ ｨｦ ｨｮ0007 ｨｮ ﾂ. 3 ｨｺｨ ｨｦ ｨｦｨ ｨｦｨｰ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ0705: ｨｺｨ 00ｨ ｨｪ07ｨｬ07 00ｨｴｨｪ ｨｴｨｪ ｨｺｨ ｨｨ ｯ ｨｰ 0004ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ ｨｺｨ ｨｦ (ｨｮ01ｨｬ09ｨ 00ｨｦｨｺ07) ｨｺｨ 00ｨ ｨｪ07ｨｬ07 ｨｺｨ ｨｰ 0004ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ. 03ｨｦ 00ｨｦｨｬ06ｨｰ ｨ ｨｪ0400ｨｬ06ｨｪ ｨｮ07ｨｮ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｦ ｨ ｨｪ0400ｨｬ06ｨｪ0701 ｨ 0607ｨｪｨｦｨｺ ｨ ｨｪ 0.30 ｨｺｨ ｨｦ 0.08 ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂｨ ｨｴ ｨ 08ｨｹ 0007ｨｪ ｨｺ05ｨｴ09ｨｹ ｨｦｨｮｨｬ0705 ｨｹ05ｨｴｨｪ 00ｨｴｨｪ 0107ｨｺ06ｨｪ ｨｨ020007ｨｨ04ｨｺ02 ｨｺ ｨｮｨｹｨｮ0109ｨｬｨ ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ07 01ｨｦ0500ｨ 0604 ｨｺｨ ｨｦ ｨｬ02ｨｨ ｨ 0107ｨｺｨｦｨｬｨ ｨｮ08ｨ ｨｰ ｨｺｨｦｨｬｨ ｨｮ08ｨ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ 0600ｨｦｨｪ02 ｨｮ0004ｨｪ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ07 01ｨｦ0500ｨ ｨ 08ｨｪ0200ｨ ｨｦ ｨｮ0007 ｨｮ ﾂ ｨｦｨ 0004ｨｪ 0208ｨｦ ｨｰ 02ｨｪｨ 0505ｨ ｨｮ-

5 61 07 ﾂ. 4: M ｨｮ ｨｮｨｨ04ｨｮ04ｨｰ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｦ ｨｮｨｺ ｨｬｨ 0007ｨｰ. Fig. 4: Steel-concrete slip measurement. 07 ﾂ. 3: ｨｦｨｮ ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ06ｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ. Fig. 3: Details of test members. ｨｮｨｹｨｬ02ｨｪ04ｨｰ ｨｬ0200ｨ 00ｨｹ08ｨｦｨｮ04ｨｰ ﾂ0904ｨｮｨｦｨｬ070807ｨｦ07ｨｨ04ｨｺ ｨｰ MTS (500 k01), ｨｰ 08ｨ ｨｺ0006ｨｨ04ｨｺ02 ｨｮ ｨｺｨｦｨｬ06ｨｪ ｨｮ00ｨ ｨｨ0209ｨｹ ｨ 0607ｨｪｨｦｨｺｨｹ ｨｦ090507ｨｨ04ｨｺ02 ｨｬ06ｨｮｨｴ ｨ 0105ｨｦｨｺ ｨｬ ｨｬ ｨｴ000209ｨｦｨｺ07ｨｰ ｨｪ00ｨ ｨｮ04ｨｰ ｨｺ0507ｨｪ00ｨ ｨｰ ｨｴ000209ｨｦｨｺ06ｨｰ ﾂｨ ｨｦｨｪ02ｨｰ ｨｰ ｨｺｨ ｨｦ ｨｮ00ｨ ｨｨ0209ｨｹ ｨｬ06ｨｮｨｴ ﾂｨ ｨｦｨｪｨｴｨｪ 0205ｨ ｨｴｨｪ, 00ｨ ｨ ｨ ｨｪｨ ｨｦ090705ｨｮｨ ｨｪ 0004 ｨｬ0208ｨｴｨｮ , 05ｨｹ00ｨｴ ｨｰ ｨｮ0007ｨｦ ﾂ ｨｪ ｨｰ ｨｮ0007 ｨｬ06ｨｮ07ｨｪ ｨ ｨｪ070800ｨｬｨ 0007ｨｰ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ, ｨｪｨ ｨｬ04 ｨ 08ｨｹｨｺ09ｨｦｨｮ04ｨｰ ｨｺｨ ｨｦ 04 ｨｮ ﾂ0200ｨｦｨｺ07 ｨｬ0200ｨ ｨｺ08ｨｪ04ｨｮ04 ﾂ ｨ ｨｺｨ ｨｦ ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｬ06ｨｮｨｴ 0004ｨｰ 01ｨｦ0500ｨ 0604ｨｰ ｨ 08ｨｪ0200ｨ ｨｦ ｨｮ0007 ｨｮ ﾂ ｨｰ ｨｺ05ｨｨ ｨｺｨｦｨｬ07ｨｰ 00ｨｦｨｪｨｹ00ｨ ｨｪ ｨｦｨｺ ｨ ｨｮ ｨｰ ｨｮ01ｨｪ050202ｨｦｨ ｨｰ ｨｬ02 08ｨ 09ｨ ｨｮ ｨｰ 01ｨｦｨ 00ｨ 09ｨ ﾂ07ｨｰ ｨ ｨｪ ｨｴｨｪ ｨｪ ｨｮ02ｨｴｨｪ ﾂ ｨ ｨｮ0007 ｨｮｨｺ0109ｨｹ0102ｨｬｨ 0004ｨｰ 0208ｨｦｨｺ ｨｰ ｨｪ 0208ｨｦ ｨ 0607ｨｪｨｦｨｺ ｨ ｨｮ0007ｨｦ ﾂ0208ｨ ｨｪ0007 ｨ 09 ﾂｨｦｨｺ05 ｨｮ ｨｦｨｰ-0006ｨｮｨｮ0209ｨｦｨｰ ｨ ｨｪｨ ｨｺ01ｨｺ0508ｨｮ02ｨｦｨｰ ｨｬｨｦｨｺ0907ｨｰ ｨｮ0005ｨｨｨｬ04ｨｰ 00ｨｦｨ ｨｮ00ｨ ｨｨ ｨｮ ｨｰ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ07ｨｰ 01ｨｦ0500ｨ 0604ｨｰ ｨｺｨ ｨｦ ﾂ07 00ｨｴｨｪ ｨｬ ｨｦｨｺ06ｨｪ ｨｪｨｴｨｪ, ｨｮ0004 ｨｮ01ｨｪ06 ﾂ02ｨｦｨ ｨｮ ｨｦｨｰ-0006ｨｮｨｮ0209ｨｦｨｰ ｨ ｨｪｨ ｨｺ01ｨｺ0508ｨｮ02ｨｦｨｰ ｨｮ02 ｨｮ0005ｨｨｨｬ ｨｦ08ｨｹｨｪ04ｨｮ04ｨｰ ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂ04ｨｰ ｨｮ ｨｦｨ ﾂ ｨ ｨｺｨ ｨｦ ｨ ｨｦ000609ｨｴ ｨｮ ｨｪ ｨｴｨｰ 0106ｨｺｨ ｨ ｨｪｨ ｨｺ01ｨｺ0508ｨｮ02ｨｦｨｰ ｨｮ02 ｨｮ0005ｨｨｨｬ04 ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂ04 ｨｮ02 00ｨｦｨｬ ｨｺ ｨ ｨｮ00ｨｦｨｬｨｹ000400ｨ ｨｰ 08ｨｮ04 ｨｬ02 ｨｬ=3.5. ( ｨｰ 0208ｨｦ08ｨｹｨｪ04ｨｮ04ｨｰ ｨ ｨｪ00ｨｦｨｮ0007ｨｦ ﾂ0208 ｨｮ ｨｦｨ 0107 ﾂ07 ｨｬｨｦｨｺ0907ｨｰ, ｨｬ060009ｨｦｨ ｨｰ ｨｺｨ ｨｦ ｨｦｨｮ ﾂ010907ｨｰ ｨｮ02ｨｦｨｮｨｬｨｦｨｺ07ｨｰ ｨｮ04ｨｰ). 01ｨｦｨ 0004ｨｪ ｨｮ04 ｨｮ00ｨ ｨｨ020907ｨｰ 0004ｨｰ 00ｨ ﾂ ｨ ｨｰ 0208ｨｦ08ｨｹｨｪ04ｨｮ04ｨｰ ｨｺｨ ｨｨ ｯ ｨｹ ｨｦ0509ｨｺ02ｨｦｨ ｨｦ0905ｨｬｨ 0007ｨｰ, 08ｨｮ04ｨｰ ｨｬ mm/sec, (05ｨｹ00ｨｴ 0004ｨｰ ｨｦ01ｨｦｨ ｨｰ 0208ｨｦ ｨｰ 0004ｨｰ ｨｮ0004 ｨｬ ｨ ｨｮ00ｨｦｨｺ ｨｦ07 ﾂ ｨｰ 0208ｨｦ08ｨｹｨｪ04ｨｮ04ｨｰ), 04 08ｨ 09ｨ ｨｺ ｨｨ04ｨｮ ｨｰ ｨｦ0604ｨｰ 00ｨｴｨｪ 09ｨｴ00ｨｬ06ｨｪ 00ｨｦｨｪｨｹ00ｨ ｨｪ ｨｬ02 01ｨｦｨ 0107 ﾂｨｦｨｺ07 02ｨｴ ｨｦｨｮ04 ｨｮ0004ｨｪ ｨｮ04 ｨｺｨ ｨｦ 09ｨｦｨｪ000207ｨｮｨｺｨｹ0804ｨｮ04 ｨｮ ｨｮ ｨｮ ｨｬｨｬｨ 0007ｨｰ 0208ｨｦ08ｨｹｨｪ04ｨｮ04ｨｰ 00ｨｦｨｪｨｹ00ｨ ｨｪ ｨｬ ｨｹ ｨｦ050009ｨ ｨｬｨｬｨ ｨｮ01ｨｬ080209ｨｦ ｨｰ (0105ｨｪｨ ｨｬ04ｨｰ ｨｰ) ｨｮ02 ｨｺｨ 00ｨ 0009ｨ 02ｨｦｨｺｨｹ ｨ 06ｨｹｨｪｨｴｨｪ ｨｮ01ｨｪ ｨｬ06ｨｪ07 ｨｬ02 00ｨ ｨｬ ｨｦｨｺ05 ｨｹ0900ｨ ｨｪｨ. 02ｨｰ ｨｮ0005ｨｨｨｬ04 01ｨｦｨ ｨｰ ﾂ ｨ ｨｮ0005ｨｨｨｬ04 ｨ 08ｨｹ0007ｨｬ04ｨｰ ｨｺ0508ｨｮ04ｨｰ ｨｦｨ ｨｬｨｬｨ 0007ｨｰ ｨｮ01ｨｬ080209ｨｦ ｨｰ ｨｦ ｨｺｨ ｨｬ ｨｰ ｨｮ01ｨｬ080209ｨｦ ｨｰ 0108ｨｪ07ｨｪ00ｨ ｨｦ ｨｮ0007 ｨｮ ﾂ. 5 00ｨｦｨ ｨｦｨｺ ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ05 ｨｮ0007ｨｦ ﾂ0208ｨ ｨｮ ｨｬｨ 00ｨ ｨｺｨ ｨｦ ｨｮ0007 ｨｮ ﾂ. 6 00ｨｦｨ 00ｨｦｨｰ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ06ｨｰ 0107ｨｺ0705ｨｰ. 05 ｨｬ ｨ 00ｨｴｨｪ 09ｨｴ00ｨｬ06ｨｪ ｨｬ ｨｰ 00ｨｴｨｪ ｨ ｨｪｨ ｨｺ01ｨｺ0508ｨｮ02ｨｴｨｪ 02ｨ 08ｨｪ0200ｨ ｨｦ ｨｮ0007 ｨｮ ﾂ. 7 00ｨｦｨ 06ｨｪｨ ｨｦｨｺｨｹ ｨｮ000505ｨｴｨｬｨ ｨｺｨ ｨｦ ｨｮ0007 ｨｮ ﾂ. 8 00ｨｦｨ ﾂｨ 09ｨ ｨｺ000409ｨｦｨｮ00ｨｦｨｺ06ｨｰ 0107ｨｺ0705ｨｰ ｨｰ ｨ ｨｮ0007 ﾂ08ｨ ｨｰ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ 0700ｨ ｨｪ 08ｨ 09ｨｹｨｬ07ｨｦ07ｨｰ 00ｨｦｨ 00ｨ ｨｮ0007ｨｦ ﾂ0208ｨ ｨ 08ｨｹ ｨｮ0109ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｺｨ ｨｦ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ ｨｰ ｨ ｨｮ0007 ﾂ08ｨ ｨｰ ｨｹ05ｨｴｨｪ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ 0700ｨ ｨｪ ｨｦｨｺｨｹｨｰ ﾂｨ 09ｨ ｨｺ000409ｨｦ03ｨｹｨｬ02ｨｪ07ｨｰ ｨ 08ｨｹ ｨ 0807ｨｺｨｹ050504ｨｮ ｨｰ 0208ｨｦｨｺ ｨｰ ｨｺｨ ｨｦ ｨｦｨｮｨｬｨｹ 00ｨｴｨｪ 01ｨｦｨ ｨｬ07ｨｺｨｴｨｪ ｨｴｨｪ. 05 ｨ ｨｮ0007 ﾂ08ｨ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｮ0109ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ 0700ｨ ｨｪ 08ｨｦ ｨｦｨｺ07 ｨ 08ｨｹ ｨ ｨｪ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ﾂｨｴ0908ｨｰ 0004ｨｪ ｨｮｨｨ07ｨｺ04

6 1362 T02 ﾂｨｪ. ﾁ0907ｨｪ. 0308ｨｦｨｮ00. 00ｨｺ , 07, ﾂ Tech. Chron. Sci. J. TCG, I, No 2 07 ﾂ. 5: 08ｨ ｨｬ ｨｰ 00ｨｦｨ 00ｨ ｨｮ0007ｨｦ ﾂ0208ｨ C. Fig. 5: Force-deflection curve for C elements ｨｬｨ 0007ｨｰ. 03ｨｦ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ ｨｺ ｨｬ0205ｨｪｨｦｨｮｨ ｨｪ ｨｦｨｮｨｮｨｹ ｨｬ0500ｨｴｨｮ04 (ｨｬ ｨｪ ｨｺ05ｨｺ ｨｦ08ｨｹｨｪ04ｨｮ04ｨｰ ｨｮ02 ｨｮ0005ｨｨｨｬ04 ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂ04 ｨｮ02 ｨｬ=3.5) ｨ 08ｨｹ ｨｹ,00ｨｦ 00ｨ ｨｮ ｨｬｨ 00ｨ. 08ｨ ｨｮ0007ｨｦ ﾂ0208ｨ 003 (ｨｬ02 ｨ 08ｨｹｨｮ00ｨ ｨｮ04 ｨｮ01ｨｪ ｨｴｨｪ 200 mm) 02ｨｬ0205ｨｪｨｦｨｮｨ ｨｪ 08ｨｦ07 03ｨ ｨｨ ｨｮ01ｨｬ080209ｨｦ ｨｬ02 08ｨｦ07 02ｨｺ000200ｨ ｨｬ06ｨｪ ｨｬ0500ｨｴｨｮ04 ｨｺｨ ｨｦ 00ｨ ﾂ ｨｦｨｮｨｬｨｹ 00ｨｴｨｪ 01ｨｦｨ ｨｬ07ｨｺｨｴｨｪ ｨｴｨｪ ｨｦｨｮｨｬｨｹｨｰ 00ｨｴｨｪ ｨｴｨｪ ｨｮ0007 ｨｮ0007ｨｦ ﾂ LB3 ｨｮ01ｨｪ ｨｪｨｴ ｨ ｨ 08ｨｹ ｨｹ,00ｨｦ ｨｮ0007 ｨｮ0007ｨｦ ﾂ ｨｦ 0107ｨｺ ｨｬ0205ｨｪｨｦｨｮｨ ｨｪ ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ05 ｨｬｨｦｨｺ09ｨｹ ｨｬ0500ｨｴｨｮ ｨｦ ｨｴｨｪ 08ｨ 09ｨ ｨｬ060009ｨｴｨｪ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ ｨｴｨｰ 02ｨ 08ｨｪ0200ｨ ｨｦ ｨｮ0007 ｨｮ ﾂ. 6, 00ｨ ｨｮ0007ｨｦ ﾂ0208ｨ 001 ｨｺｨ ｨｦ ｨｬ0205ｨｪｨｦｨｮｨ ｨｪ 08ｨ 09ｨｹｨｬ07ｨｦｨ ｨｮ01ｨｬ080209ｨｦ , 00ｨｹｨｮ07 ｨｴｨｰ ｨｰ ｨｮｨ ｨｦｨｺｨ ｨｪｨｹ000400ｨ (ｨｬ0600ｨｦｨｮ ｨｦｨｬ ｨｰ 0105ｨｪｨ ｨｬ04ｨｰ ｨ 08ｨｹｨｺ09ｨｦｨｮ04ｨｰ), ｨｹｨｮ07 ｨｺｨ ｨｦ ｨｴｨｰ ｨｰ 0004ｨｪ 06ｨｺ00ｨ ｨｮ ｨｰ ｨｰ ｨｬ0500ｨｴｨｮ04ｨｰ ｨｺｨ ｨｦ 0007ｨｪ ｨｮ01ｨｪ0705ｨｦｨｺｨｹ ｨ 09ｨｦｨｨｨｬｨｹ ｨｺ05ｨｺ05ｨｴｨｪ 0809ｨｦｨｪ 0004ｨｪ ｨｦｨｺ07 ｨ ｨｮ0007 ﾂ08ｨ ｨｬ06ｨｪ0701 ｨｹ00ｨｦ 0007 ｨｹ09ｨｦ07 01ｨｦｨ ｨｰ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ0705 ｨｮ ｨｺｨｹ ｨｪｨ ｨｦ 01ｨｦ080505ｨｮｨｦ07 ｨ 08ｨｹ ｨ 0100ｨｹ 0004ｨｰ 002, ｨｨｨ ｨ ｨｪｨ ｨｬ02ｨｪｨｹ00ｨ ｨｪ ｨｺｨ ｨｮ01ｨｬ080209ｨｦ ｨｦｨ 0004ｨｪ 001 ｨ 08ｨｹ ｨｹ,00ｨｦ 00ｨｦｨ ｨｺｨｹ ｨｹ ｨｬ ｨｮ ｨ ｨｪ070800ｨｬｨ 0007ｨｰ 00ｨｴｨｪ ｨｪ 09ｨｴ00ｨｬ06ｨｪ ｨｮ ｨｦｨｪ 0004ｨｪ ｨｦｨｺ07 ｨ ｨｮ0007 ﾂ08ｨ ｨｺ ｨｹ00ｨｦ 04 01ｨｦｨ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ0705 ｨｮ01ｨｪ ｨｺｨ ｨｮ00ｨｦ00ｨｬ ｨｰ ｨｦｨｺ07ｨｰ ｨ ｨｮ0007 ﾂ08ｨ ｨｰ ｨｺｨ ｨｦ 00ｨｦ ｯ ｨ 0100ｨｹｨｪ 0007ｨｪ 05ｨｹ ｨｬ0200ｨ ｨｹ09ｨｦ07 01ｨｦｨ ｨｰ 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ ｨｮ ｨｺｨｹ ｨｪ ｨ ｨｮ ｨｮ01ｨｬ080209ｨｦ ｨｰ. 09ｨｪ0008ｨｨ0200ｨ, ｨｺｨｹｨｰ ｨｬ0205ｨｪｨｦｨｮ02 ﾂ02ｨｦ09ｨｹ , 02ｨｪ 0006ｨｪ02ｨｦ, ｨｮ01ｨｬ080209ｨｦ ｨ 08ｨｹ ｨｬ06ｨｪ0701 ｨｹ00ｨｦ 07ｨｦ 0107ｨｺ ｨｺｨ ｨｦ ﾂ0701ｨｪ ｨｦ07 ｨｬ04 ﾂｨ ｨｪｨｦｨｺｨｹ 0807ｨｮ07ｨｮ00ｨｹ 0200ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ0705, ｨｨｨ ｨ ｨｪｨ ｨｬ02ｨｪｨｹ00ｨ ｨｪ 08ｨ 09ｨｹｨｬ07ｨｦｨ ｨｮ01ｨｬ080209ｨｦ ｨｴｨｪ ｨｺ06ｨｪ. 07 ﾂ. 6: 08ｨ ｨｬ ｨｰ 00ｨｦｨ 00ｨ ｨｮ0007ｨｦ ﾂ0208ｨ LB. Fig. 6: Force-deflection curve for LB elements. 0908ｨｹ 00ｨ 08ｨ 09ｨ 0805ｨｪｨｴ 01ｨｦｨ 02ｨ 08ｨｪ0200ｨ ｨｦ ｨｹ00ｨｦ 04 ｨ 08ｨｹｨｮ00ｨ ｨｮ04 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ ｨ ｨｦ07 ｨ ｨ ｨｮｨｦｨｮ00ｨｦｨｺｨｹ 08ｨ ｨｪ00ｨ 00ｨｦｨ 0004 ｨｮ01ｨｬ080209ｨｦ ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｹ,00ｨｦ ｨｮ07ｨｮ00ｨｹ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ ｨｦｨ 0007ｨｪ 05ｨｹ0007 ｨ 0100ｨｹ, 04 ｨｮ0500 ﾂ0907ｨｪ ｨｮ04 00ｨｦｨ ｨ ｨｮ ｨｦｨ ｨｰ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ0705 ｨｬ02

7 63 ｨｮ00ｨｹ ﾂ ｨｪ ｨ ｨｮ ｨｰ ｨ 08ｨｹｨｮ00ｨ ｨｮ04ｨｰ 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ 02ｨ 08ｨｪ0200ｨ ｨｦ ｨｬｨ 00ｨｦｨｺ07. 03ｨｦ 0107ｨｺ ｨｬ0205ｨｪｨｦｨｮｨ ｨｪ 05ｨｦ00ｨｹ ｨｪ0007ｨｪ ｨｬ0500ｨｴｨｮ04 ｨ 08ｨｹ 00ｨｦｨｰ 0107ｨｺ0705ｨｰ 003 (ｨｬ070507ｨｪｨｹ00ｨｦ ｨｺ0509ｨｮｨｦ07ｨｰ ｨｦｨｮｨｬｨｹｨｰ ｨｮ ｨｦｨ 00ｨｬ0400ｨｦｨｺ05 ｨｺ0908ｨｮｨｦｨｬ ｨｦ07 ﾂ ｨｪｨ ｨｦ ｨｦ07ｨｰ ｨｺｨ ｨｦ ｨｮ00ｨｦｨｰ ｨｺ0705ｨｰ) ｨｺｨ ｨｦ % ｨｬ0200ｨ ｨｮｨ ｨｦｨｺｨ ｨｪｨｹ000400ｨ ｨ 08ｨｹ 00ｨｦｨｰ 0107ｨｺ0705ｨｰ ｨｦ 01ｨｦｨ ｨｰ ｨ ｨｰ ｨｬ ｨｪｨ ｨ ｨｨ0705ｨｪ ｨ 02 ｯ 02ｨｪｨｹｨｰ ｨｮ0004ｨｪ 0201ｨｪ07ｨｲｨｺ ｨｮ04 00ｨｴｨｪ 02ｨｪ01ｨｦ05ｨｬ02ｨｮｨｴｨｪ ｨｮ01ｨｪ ｨｦｨｴｨｪ ｨｴｨｪ ( ﾂ0904ｨｮｨｦｨｬ070807ｨｦ07ｨｨ04ｨｺｨ ｨｪ 00ｨｦｨ ｨｦｨ ｨｬｨｹ0902ｨｴｨｮ ｨｺ05ｨｴ ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ ｨｮ0004 ｨｨ05ｨｦ09ｨｹｨｬ02ｨｪ ｨｪ04) ｨｺｨ ｨｦ ｨ 02 ｯ ｨｮ0004ｨｪ, 05ｨｹ00ｨｴ 0004ｨｰ 0805ｨｺｨｪｨｴｨｮ04ｨｰ 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ ｨｮ0004 ｨｨ05ｨｦ09ｨｹｨｬ02ｨｪ ｨｪ04, ｨｺｨ ｨｨ01ｨｮ ｨｮ ｨｦｨｮｨｬ ｨｴｨｪ 01ｨｦｨ ｨｬ07ｨｺｨｴｨｪ ｨｴｨｪ ｨｦｨｮｨｬ ｨｦ ｨｰ 01ｨｦ0500ｨ 0604ｨｰ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ ｨｮ ｨｦｨｺ07 ｨｮ01ｨｬ080209ｨｦ ｨｴｨｪ 0107ｨｺ06ｨｪ 005 (ｨｬ ｨｪ ｨｺｨ 00ｨ ｨｺｨｹ ｨｦ0500ｨ ｨｦｨｮｨｬ0705) 02ｨｬ02ｨ ｨｪ080302ｨｦ ｨ ｨｦｨｮｨｨ040006ｨｰ 01ｨｦｨ ｨｰ ｨ 08ｨｹ ｨ ｨｪ 00ｨｴｨｪ 0107ｨｺ06ｨｪ 001 (ｨｬ ｨｮ01ｨｬ09ｨ 00ｨｦｨｺ07 01ｨｦ0500ｨ ｨｦｨｮｨｬ0705). 03ｨｦ 0107ｨｺ ｨｬ0205ｨｪｨｦｨｮｨ ｨｪ 15% ｨ ｨｮ ｨｰ ｨｮｨ ｨｰ ｨｦｨｺｨ ｨｪｨｹ ｨｰ ｨｰ, ｨｬ0208ｨｴｨｮ ｨｰ ｨｮ0006ｨｪｨｴｨｮ04ｨｰ 00ｨｴｨｪ 01ｨｮ ｨｦｨｺ06ｨｪ 0909ｨｹ ﾂｨｴｨｪ (pinching effect) ｨｺｨ ｨｨ06ｨｰ ｨｺｨ ｨｦ ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ07 ｨｬ0208ｨｴｨｮ ｨｰ ｨｰ ｨｬ0500ｨｴｨｮ04ｨｰ. 03ｨｦ 01ｨｦｨ ｨｦ07ｨｮ02ｨｦｨｰ ｨ ｨｰ, 07ｨｦ ｨｰ, ｨｬ06ｨｪ0701 ｨｹ00ｨｦ 0007 (ｨｮ01ｨｬ09ｨ 00ｨｦｨｺ05 ｨｨ02ｨｴ090705ｨｬ02ｨｪ07) 02ｨｪ020900ｨｹ 0807ｨｮ07ｨｮ00ｨｹ ｨｦｨｮｨｬ ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ ｨｪ 0208ｨｪｨ ｨｦ ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ05 ｨｬｨｦｨｺ09ｨｹ ｨ 08ｨｹ ｨ 0100ｨｹ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ 001, 0609 ﾂ07ｨｪ00ｨ ｨｦ ｨｮ02 ｨ ｨｪ0008ｨｨ02ｨｮ04 ｨｬ ｨｮ01ｨｬ09ｨ 00ｨｦｨｺ07 ｨｨ ｨｮ04, ｨｬ ｨｪ ｨｪｨ ｨ ｨｨ0705ｨｪ ｨｮ00ｨ 08ｨ 09ｨ ｨｺ0500ｨｴ: (ｨ ) 07ｨｦ 02ｨｪ01ｨｦ05ｨｬ02ｨｮ02ｨｰ 01ｨｦｨ ｨｬ07ｨｺ02ｨｦｨｰ ｨｦ 08ｨ 0906ｨｬ02ｨｪｨ ｨｪ ｨｮ01ｨｪ02 ﾂ06ｨｰ 0108ｨｹ ｨｺ01ｨｮ00ｨｦｨｺ07 06ｨｪ00ｨ ｨｮ04, ｨｹ08ｨｴｨｰ ｨｺ ｨ 08ｨｹ 0004ｨｪ 08ｨ 09ｨ ｨｺ ｨｨ04ｨｮ ｨｰ ｨｬ ｨ ｨｰ 00ｨｴｨｪ 09ｨｴ00ｨｬ06ｨｪ ｨｬ06ｨｮｨｴ 09ｨｦｨｪ000207ｨｮｨｺｨｹ0804ｨｮ04ｨｰ ｨｺｨ ｨｦ 00ｨｦ ｯ ｨ 0100ｨｹ 04 ｨｮ01ｨｬ ｨｴｨｪ 02ｨｪ01ｨｦ05ｨｬ02ｨｮｨｴｨｪ ｨｴｨｪ 0102ｨｪ 0700ｨ ｨｪ ｨ ｨｬ ｨ, (09) 04 08ｨ ｨｮ08ｨ 00ｨｴｨｪ 02ｨｪ01ｨｦ05ｨｬ02ｨｮｨｴｨｪ ｨｴｨｪ ｨｺｨ ｨｨ01ｨｮ ｨｮ ｨｪ ｨｦ ｨｴｨｪ 09ｨｴ00ｨｬ06ｨｪ ｨｺｨ ｨｦ ｨｦ0208ｨｮ0101ｨｮ ｨｰ ｨｮ0004 ｨｨ05ｨｦ09ｨｹｨｬ02ｨｪ ｨｪ04 ｨｺｨ ｨｦ (00) 05ｨｹ00ｨｴ ｨｬ0200ｨ ｨｨ0701ｨｰ 0004ｨｰ ｨｨ05ｨｦ09ｨｹｨｬ02ｨｪ04ｨｰ 0306ｨｪ04ｨｰ ｨｮ0004ｨｪ ｨｴｨｮ ｨｰ ｨｺｨ ｨｨ ｯ ｨｰ ｨｺｨ 00ｨ ｨｪ07ｨｬ07ｨｰ ｨｦｨｮｨｬ0705, 04 ｨｮ01ｨｬ ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｮ0004ｨｪ ｨ ｨｪ ｨｰ 0006ｨｬｨｪ0701ｨｮｨ ｨｰ 0700ｨ ｨｪ ｨｬ0200ｨ ｨ 09ｨ 0805ｨｪｨｴ ｨｺｨ ｨ 08ｨｹｨｺ09ｨｦｨｮ04 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨｬ ｨｬ04 ｨｮ01ｨｬ09ｨ 00ｨｦｨｺ07 ｨｺｨ 00ｨ ｨｪ07ｨｬ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｨ ｯ ｨｰ 0004ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ ｨ ｨｨ0200ｨｦｨｺ07 06ｨｪ0102ｨｦ ｨｦｨ 0004ｨｪ 01ｨｦ07ｨｨ060004ｨｮ ｨｰ 01ｨｦ0500ｨ 0604ｨｰ ｨ ｨｰ ｨｮ0004ｨｪ ｨｴｨｮ ｨｴｨｬ0500ｨｴｨｪ 05ｨｺｨ ｨｬ0800ｨｴｨｪ 0805ｨ ｨｦｨｮ08ｨｴｨｪ 05ｨｹ00ｨｴ 00ｨｴｨｪ ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ06ｨｪ ｨｪ02ｨｺ0004ｨｬ0500ｨｴｨｪ ｨｪ ｨｮ0004ｨｺｨ ｨｪ ｨｮ0004ｨｪ ｨ 09ｨ ｨｬ02ｨｪ04, ｨｹｨｬｨｴｨｰ, ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ ｨｮ ｨｬ0600ｨｦｨｮ ｨｺｨ ｨｬ ｨ ｨｮ04 ｨ 08ｨｹ 0007ｨｪ (08ｨ 09ｨｨ02ｨｪｨｦｨｺｨｹ) ｨｺ05ｨｺ ｨｦ08ｨｹｨｪ04ｨｮ04ｨｰ ｨｮ0007ｨｪ ｨ 08ｨ ｨｦ ｨ ｨｦ000609ｨｴ 01ｨｦ ｨｪ04ｨｮ ｨｦ ｨｰ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ 05 01ｨｮ ｨｦｨｺ07 ｨｮ01ｨｬ080209ｨｦ ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ C (010807ｨｮ000105ｨｴｨｬ0500ｨｴｨｪ) 02ｨｬ02ｨ ｨｪ ｨ ｨｦ ﾂｨｴ0908ｨｰ ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ07 ｨｮ0006ｨｪｨｴｨｮ04 (pinching effect) 00ｨｴｨｪ 01ｨｮ ｨｦｨｺ06ｨｪ 0909ｨｹ ﾂｨｴｨｪ, 02ｨｪ06 ｨ ｨｪ00ｨｦｨｨ0600ｨｴｨｰ 04 ｨｮ01ｨｬ080209ｨｦ- 07 ﾂ. 7: ｨ 09ｨｴ00ｨｬ06ｨｪ 00ｨｦｨ 0007 ｨｮ0007ｨｦ ﾂ C1. Fig. 7: Crack patterns for C1 member. 07 ﾂ. 8: ｨ 09ｨｴ00ｨｬ06ｨｪ 00ｨｦｨ 00ｨ ｨｮ0007ｨｦ ﾂ0208ｨ B1 ｨｺｨ ｨｦ 002. Fig. 8: Crack patterns for 001 and B2 members. 07 ﾂ. 9: ｨｮｨｨ04ｨｮ ｨｦｨｮｨｬ ｨｦｨ 0007 ｨｮ0007ｨｦ ﾂ Fig. 9: Bond slip for member 001.

8 1364 T02 ﾂｨｪ. ﾁ0907ｨｪ. 0308ｨｦｨｮ00. 00ｨｺ , 07, ﾂ Tech. Chron. Sci. J. TCG, I, No 2 07 ﾂ. 10: ｨｮｨｬｨ 00ｨ ｨｮ01ｨｪ050202ｨｦｨ ｨｰ ｨｺｨ 0005 RILEM [2]. Fig. 10: Bond slip according RILEM [2] ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ 00 ﾂｨ 09ｨ ｨｺ ｨ ｨｦ ｨ 08ｨｹ ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ07 ｨｮ0006ｨｪｨｴｨｮ04 00ｨｴｨｪ 01ｨｮ ｨｦｨｺ06ｨｪ 0909ｨｹ ﾂｨｴｨｪ ｨｬ ｨｪ ｨｺ05ｨｺ ｨｹ0900ｨｦｨｮ04ｨｰ ｨｦｨ ｨｮ04 ｨ ｨｰ ｨｮ01ｨｬ080209ｨｦ ｨｰ ｨｬ0200ｨ ｨｴｨｪ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ06ｨｪ ｨｮ000505ｨｴｨｪ ｨｺｨ ｨｦ 0107ｨｺ06ｨｪ ｨｬ ｨｪｨ ｨ ｨｨ0208 ｨｮ0007ｨｪ 01ｨｦｨ ｨｦｨｺｨｹ 05ｨｹ ｨｦ0500ｨｬ04ｨｮ04ｨｰ, ｨｮ ｨｦｨ ｨｦｨｺｨｹ ｨ 0607ｨｪｨｦｨｺｨｹ ｨｺｨ ｨｦ 0007ｨｪ 01ｨｦｨ ｨｦｨｺｨｹ 05ｨｹ ｨｰ ｨｰ ｨｰ 0004ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ. 03ｨｪ ｨｦｨｰ, 08ｨ ｨｪ0007ｨｪｨｹ ｨ ｨｦｨｪｨｹｨｬ02ｨｪ ｨｰ ｨｮ0006ｨｪｨｴｨｮ04ｨｰ 00ｨｴｨｪ 0909ｨｹ ﾂｨｴｨｪ, 07ｨｦ ｨｦｨｮｨｮｨｹ ｨｰ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ ｨｺ ｨｪ000206ｨ ｨｪ ｨｬ0200ｨ ｨ 09ｨｦｨｨｨｬｨｹ ｨｺ05ｨｺ05ｨｴｨｪ 0208ｨｦ08ｨｹｨｪ04ｨｮ04ｨｰ ｨ 08ｨｹ ｨｹ,00ｨｦ 00ｨ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ ｨｮ ｨｬｨ 00ｨ, ｨ ｨｮｨｬｨ ｨ ﾂ ｨｦｨｮｨｬ ｨｴｨｪ ｨｴｨｪ ｨｮ00ｨ ｨｮ0007ｨｦ ﾂ0208ｨ ｨ , 05ｨｹ00ｨｴ, 02ｨｪ0102 ﾂ07ｨｬ06ｨｪｨｴｨｰ, ｨｬｨｦｨｺ09ｨｹ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ ｨｰ. 0704ｨｬ02ｨｦ06ｨｪ0200ｨ ｨｦ, ｨｮ04ｨｰ, 04 08ｨ 09ｨ ｨｬ02ｨｪ04 ｨｮ0007 ｨｮ ﾂ. 5 ｨｬ0208ｨｴｨｮ ｨｰ 0105ｨｪｨ ｨｬ04ｨｰ ｨ 08ｨｹｨｺ09ｨｦｨｮ04ｨｰ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ ｨｪ ｨｬ ｨｦｨ ﾂ ｨ, 05ｨｹ00ｨｴ 0004ｨｰ 0809ｨｹｨｮｨｨ020004ｨｰ, 05ｨｹ00ｨｴ ｨｰ, ｨｰ, ｨ 0208ｨｪｨ ｨｦ ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ07 ｨｮ0004ｨｪ ｨｴｨｮ04 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ ｨｪ (05ｨｹ00ｨｴ 0004ｨｰ ｨｬ0200ｨ ｨｰ 00ｨｦｨｬ07ｨｰ ｨ 0607ｨｪｨｦｨｺ ｨｺｨ ｨｦ 0004ｨｰ ｨｬｨｦｨｺ09ｨｹ ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ ｨｰ ｨｺｨ ｨｦ, 00ｨｦ ｯ ｨ 0100ｨｹ, ｨｬ0200ｨ ｨｰ ｨｰ) ｨｴｨｰ ｨｺ ｨｦ ｨ 08ｨｹ 00ｨ ｨｮ ﾂ07ｨｬｨ 00ｨ 5 ｨｺｨ ｨｦ 6, 04 01ｨｮ ｨｦｨｺ07 ｨｮ01ｨｬ080209ｨｦ ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｮ0109ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ 02ｨｬ02ｨ ｨｪ080302ｨｦ 08ｨ 09ｨｹｨｬ07ｨｦｨ ﾂｨ 09ｨ ｨｺ000409ｨｦｨｮ00ｨｦｨｺ05 ｨｬ ｨｮ01ｨｬ080209ｨｦ ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ ｨｬ07ｨｦｨｹ000400ｨ ｨ , ｨｮ05ｨｬ02ｨｴｨｪ04 ｨｺｨ ｨｦ ｨｬ ｨｪ 08ｨ 09ｨｹｨｬ07ｨｦｨ ｨｬ ｨ 09ｨｴ00ｨｬ06ｨｪ ｨｮ000701ｨｰ ｨｰ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ06ｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ, ｨｬ ｨｪｨ ｨｨ02ｨｴ0904ｨｨ ｨ ｨｮｨｬｨ 0004ｨｰ 07ｨｬ07ｨｦｨｹ000400ｨ ｨｰ 00ｨｴｨｪ ﾂｨ 09ｨ ｨｺ000409ｨｦｨｮ00ｨｦｨｺ06ｨｪ ｨｮ01ｨｪ050202ｨｦｨ ｨｰ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ ｨｺｨ ｨｦ ｨｺｨ ｨｪ07ｨｪｨｦｨｺ0705 ｨｮｨｺ ｨｬｨ 0007ｨｰ. 0408ｨｴｨｰ 02ｨ 08ｨｪ0200ｨ ｨｦ ｨｮ0007 ｨｮ ﾂ. 10, 04 ｨｮ01ｨｪ050202ｨｦｨ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ 02ｨｬ02ｨ ｨｪ ｨ ｨｦ ﾂｨｦｨｮ0007ｨｪ 0004ｨｰ 0801ｨｦｨ ｨｰ 0807ｨｦｨｹ000400ｨ ｨｰ (ｨ ｨｪ ｨｹ ﾂ ｨｦ ｨ ｨｪ ) ｨｬ02 ｨ ｨｪ ｨｺｨ ｨｪ07ｨｪｨｦｨｺ0705 ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｦｨｴｨｬ06ｨｪ04 ｨｮ01ｨｪ050202ｨｦｨ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ ｨｬ ｨｪｨ ｨ ｨｨ0208: (ｨ ) ｨｮ0004 ｨｬ0200ｨ ｨｪ020900ｨｹ 01ｨｦ0208ｨｦ0205ｨｪ02ｨｦｨ 0208ｨ 0207ｨｰ ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｺｨ ｨｦ ﾂ ｨ, 05ｨｹ00ｨｴ ｨｬｨｦｨｺ09ｨｹ ｨｺｨｹｨｺｨｺ ｨｴｨｪ ｨ 0109ｨ ｨｪ06ｨｪ, (09) ｨｮ0004ｨｪ 08ｨｦ07 ｨ ｨｪ06ｨｬｨ ｨｰ 0206ｨｴ000209ｨｦｨｺ07ｨｰ 0208ｨｦ0205ｨｪ02ｨｦｨ ｨｰ 00ｨｴｨｪ ｨｺｨｹｨｺｨｺｨｴｨｪ 0004ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ, (00) ｨｮ0004ｨｪ ｨ ｨｬ06ｨｪ ｨｹｨｮ0201ｨｮ04, 05ｨｹ00ｨｴ ｨ ｨｹ0204ｨｮ04ｨｰ 00ｨｮｨｦｨｬ02ｨｪ ｨ 08ｨｹ ｨｰ 0208ｨｦ02ｨ ｨｪ02ｨｦｨ ｨｺ0705ｨｰ 08ｨｹ090701ｨｰ 00ｨｴｨｪ ｨｺｨｹｨｺｨｺｨｴｨｪ 0004ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ ｨｮ04ｨｰ, ｨｬ06ｨｪ0701 ｨｹ00ｨｦ ｨｹ 0105ｨｦｨｺｨｹ 0004ｨｰ ｨｺ08ｨｮｨｮ040904ｨｰ 0208ｨｪｨ ｨｦ ﾂ04ｨｬｨｦｨｺ05 08ｨｦ ｨ ｨｮ00ｨｦｨｺｨｹ ｨ 08ｨｹ ｨ 0100ｨｹ 00ｨｴｨｪ ｨ ｨｮ0902ｨｮ000705ｨｦｨｨｨｦｨｺ06ｨｪ ｨ 0109ｨ ｨｪ06ｨｪ, 06ｨｪｨ 0809ｨｹｨｮｨｨ ｨｹ ｨｦｨ ｨｴｨｮ ｨｰ ｨｮ01ｨｪ050202ｨｦｨ ｨｰ 02ｨｪ0106 ﾂ0200ｨ ｨｦ ｨｪｨ ｨ ｨｦｨｨｨ ｨｪ07 ﾂ04ｨｬｨｦｨｺ07 ｨ ｨ ｨｮ04 ｨｬ0200ｨ ｨｦｨｺ0705 ｨｺｨ ｨｦ ｨｦｨｺ0705 ｨｺ08ｨｮｨｮ040904ｨｰ ｨｬ07ｨｦｨｹ000400ｨ 0004ｨｰ ｨｮ01ｨｬ080209ｨｦ ｨｰ 00ｨｴｨｪ ｨｴｨｪ ｨｮｨｺ ｨｬｨ 0007ｨｰ 02ｨｺ000208ｨｪ0200ｨ ｨｦ ｨｮ02 ｨｹ050701ｨｰ ｨｰ ｨｰ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ06ｨｪ ｨｮ0007ｨｦ- ﾂ0208ｨｴｨｪ ｨｦ ｨｪ07ｨｨ04ｨｺｨ ｨｪ, ｨｬ ｨ ｨｮ04 00ｨ ｨｮ0007ｨｦ ﾂ0208ｨ L003 ｨｺｨ ｨｦ NB3. 05 ｨｮ01ｨｬ080209ｨｦ ｨｰ 0107ｨｺ L3 01ｨｮ ｨｮ02 ｨ ｨｦｨｮｨｨ ｨ 08ｨｹ ｨ ｨｪ 0004ｨｰ 0107ｨｺ ｨｺｨｹ 00L ｨｦｨｮｨｬｨｹｨｰ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ0705 ｨｮ01ｨｪ ｨｪｨｴ ｨ ｨ 08ｨｹ ｨｹ,00ｨｦ ｨｮ ｨｺｨｹ ｨｬ06ｨｪ0701 ｨｹ00ｨｦ 07ｨｦ 0107ｨｺ L4 ｨｺｨ ｨｦ ｨｦ06ｨ ｨｪ 08ｨ 09ｨｹｨｬ07ｨｦｨ ｨｮ01ｨｬ080209ｨｦ (08ｨ 09 ｯ ｨｹ ｨ 08ｨｹｨｮ00ｨ ｨｮ04 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ ｨｮ ｨｦｨ 00ｨｬ0400ｨｦｨｺ05 ｨｺ0908ｨｮｨｦｨｬ ｨｦ07 ﾂ ｨｬ06ｨｮ ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ 0208ｨｪｨ ｨｦ 0801ｨｦｨ ｨｬ02 ｨ ｨｪ 00ｨｴｨｪ 0107ｨｺ06ｨｪ 00L3 ｨｺｨ ｨｦ 00013, ｨ mm), 04 ﾂ02ｨｦ09ｨｹ ｨｮ01ｨｬ080209ｨｦ ｨｰ 0107ｨｺ L3 ｨｬ ｨｪｨ ｨ ｨｨ0208 ｨｮ02 02ｨｪ0102 ﾂｨｹｨｬ02ｨｪ04 ｨｬ0200ｨ ｨ 05ｨｴｨｮ08ｨ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ 00ｨｦｨ ｨｦｨｮｨｬｨｹ 00ｨｴｨｪ ｨｴｨｪ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ0705, 08ｨ 0905 ｨｮ0004ｨｪ ｨ ｨｪｨ ｨｹｨｬ02ｨｪ04 ｨｮ0004ｨｪ 09ｨｦ0905ｨｦ070009ｨ 0208ｨ ｨｬｨｦｨｺ09ｨｹ ｨｦｨ 00ｨｬ0400ｨｦｨｺ07 ｨ ｨｪ0007 ﾂ ｨ ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨ 05ｨｴｨｮ08ｨ ｨ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ ｨｬ ｨｪｨ ｨ ｨｨ0208 ｨｮ0004 ｨｬｨｦｨｺ09ｨｹ ｨｺ01ｨｮ00ｨｦｨｺ07 ｨ ｨｪ0007 ﾂ [2] ｨｺｨ ｨｦ 00ｨｦ ｯ ｨ 0100ｨｹ ｨｬｨｦｨｺ09ｨｹ ｨｦｨｺｨ ｨｪｨｹ000400ｨ ｨｮｨｺ ｨｬｨ 0007ｨｰ 0004ｨｰ 0208ｨｦｨｺ ｨｰ ｨｪｨ ｨ ｨｪ ｨｦ 0004ｨｪ 0200ｨｺ0509ｨｮｨｦｨ 0105ｨｪｨ ｨｬ ｨ ｨｪｨ ｨｮｨｮ0200ｨ ｨｦ 05ｨｹ00ｨｴ 0004ｨｰ ｨｺ05ｨｬ0304ｨｰ ｨｦｨｮｨｬ0705 ｨｺｨ ｨｪ ｨｦｨｮｨｬｨｹ 0004ｨｰ ｨｦｨ 0004ｨｪ ｨ ｨｪ00ｨｦｨｮ0005ｨｨｨｬｨｦｨｮ ｨｬ02ｨｦ07ｨｪ02ｨｺ0007ｨｬｨ 0007ｨｰ ｨ ｨｮ01ｨｪｨｦｨｮ0006ｨｪ00ｨ ｨｦ 04 ﾂ0907ｨｮ04 01ｨｦｨ ｨｬ07ｨｺｨｴｨｪ ｨｴｨｪ ｨｬｨｦｨｺ09ｨｹ ｨｰ 01ｨｦｨ ｨｬ ｨｺｨ ｨｦ 0801ｨｺｨｪｨｹ ｨｰ 0200ｨｺ0509ｨｮｨｦ07ｨｰ ｨｦｨｮｨｬｨｹｨｰ 00ｨｦｨ 00ｨ ｨｮ0007ｨｦ ﾂ0208ｨ ｨ 08ｨｹ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ. 09ｨｹ00ｨｴ ｨｬｨｦｨｺ ｨｺｨｹｨｺｨｺ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ ｨｦｨｪｨｹｨｬ02ｨｪ ｨｺｨｪｨｹ ｨｦ0500ｨ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｺｨ ｨｦ 0200ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ0705 ｨｬ ｨｪｨ 01ｨｦ07ｨｨ020004ｨｨ0208 ﾂｨｴ0908ｨｰ ｨｦ01ｨｦｨ ｨｰ 0101ｨｮｨｺ ｨｰ ｨｺｨ ｨｮｨｺ ｨｮ ｨｦ0500ｨ 0604 ｨ ｨｨｨ 0208ｨｦ ｨｦ, 0208ｨｦ ｨｪ, ｨｮ01ｨｪ0705ｨｦｨｺ05 ｨｺｨ ｨｮ01ｨｬ080209ｨｦ ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ , ｨｹ08ｨｴｨｰ 02ｨ 08ｨｪ0200ｨ ｨｦ ｨ 08ｨｹ 0004ｨｪ ｨｺ0508ｨｮ04 00ｨｴｨｪ 01ｨｦｨ 0009ｨ ｨｬｨｬ0500ｨｴｨｪ ｨｮ00ｨ ｨｮ ﾂ07ｨｬｨ 00ｨ 5 ｨｺｨ ｨｦ 6, ｨｮｨｺｨ ｨｬ0308ｨ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｮ0109ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｮ0004 ｨｮ0005ｨｨｨｬ04 ｨｺ07ｨｪ0005 ｨｮ0007 ｨｬ0600ｨｦｨｮ ｨｪｨ ｨｦ 0004ｨｰ 0801ｨｦｨ ｨｰ ｨｴｨｰ ｨｬ02 ｨ ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ, 02ｨｪ06 ｨｮ0004 ｨｮ0005ｨｨｨｬ ｨｦ ｨ ｨｰ ( ｨｮ0007 1/ ｨｬ0600ｨｦｨｮ ) 0208ｨｪｨ ｨｦ 0004ｨｰ ｨｴｨｰ % 0004ｨｰ

9 ｨｮｨｺｨ ｨｬ0308ｨ ｨｰ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ. 09ｨ ｨｬ0905ｨｪ07ｨｪ00ｨ ｨｰ 0108ｨｹ0304 ｨｹ00ｨｦ 0007 ｨｬ ｨ ｨｮ00ｨｦｨｺｨｹ000400ｨ ｨｰ ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ 0208ｨｪｨ ｨｦ ｨｬｨｦｨｺ09ｨｹ ｨｺｨ % ｨ 08ｨｹ ｨ 0100ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺ0705 ｨｮｨｺ ｨｬｨ 0007ｨｰ, ｨｮｨｺｨ ｨｬ0308ｨ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ ｨｨｨ ｨ ｨｪｨ ｨｬ02ｨｪｨｹ00ｨ ｨｪ ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ05 ｨｬｨｦｨｺ09ｨｹ ｨ 08ｨｹ ｨ ｨｪ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ. 01ｨｦｨ 0004ｨｪ 0209ｨｬ04ｨｪ0208ｨ 0004ｨｰ 08ｨ 09ｨ ｨｨ0208ｨｮｨ ｨｰ ｨｮ04ｨｬｨ ｨｪ00ｨｦｨｺ05 ｨｬ0200ｨ ｨｰ 0101ｨｮｨｺｨ ｨｬ0308ｨ ｨｰ 02ｨｪ ｨｪ00ｨ ｨｦ 07ｨｦ ｨｰ 08ｨ 09ｨ ｨｮ02ｨｦｨｰ: (ｨ ) 0007 ｨｬ ｨ ｨｮ00ｨｦｨｺｨｹ000400ｨ ｨｰ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ 08ｨ 09ｨ ｨｬ06ｨｪ02ｨｦ ｨｮ00ｨ ｨｨ0209ｨｹ ｨｬ06 ﾂ09ｨｦ 0004 ｨｮ0005ｨｨｨｬ ｨｬ0600ｨｦｨｮ (0009ｨ ｨｬｨｬｨｦｨｺｨｹ 01ｨｦ050009ｨ ｨｬｨｬｨ ｨｮ-02), 02ｨｪ ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂ07 ｨｬ ｨ ｨｮ00ｨｦｨｺｨｹ000400ｨ ｨｰ ｨｺｨ ｨｪ07ｨｪｨｦｨｺ0705 ｨｮｨｺ ｨｬｨ 0007ｨｰ ｨｬ02ｨｦ06ｨｪ0200ｨ ｨｦ ｨｬ ｨｪ ｨ ｨｮ ｨｰ ｨｮ0005ｨｨｨｬ04ｨｰ (ｨｺｨ ｨｬ ｨｦ050009ｨ ｨｬｨｬｨ ｨｮ-02) ｨｺｨ ｨｦ (09) 04 ｨｮ01ｨｬ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ ｨｦｨｮｨｬ0705 ｨｮ ｨｮｨｺｨ ｨｬ0308ｨ ｨｮ0007ｨｦ ﾂ ｨ ｨｪ02ｨｦ ｨｬ ｨｪ ｨ ｨｮ ｨｰ ｨｮ0005ｨｨｨｬ04ｨｰ , 05ｨｹ00ｨｴ ｨｬ0208ｨｴｨｮ04ｨｰ 0004ｨｰ ｨｨ05ｨｦ09ｨｹｨｬ02ｨｪ04ｨｰ 0306ｨｪ04ｨｰ, ｨｬ02 ｨｮ01ｨｪ060802ｨｦｨ ｨｬ02ｨｦｨｴｨｬ06ｨｪ04 ｨｮ01ｨｬ ｨｬ ｨ ｨｮ00ｨｦｨｺｨｹ000400ｨ ｨｰ 0004ｨｰ ｨｨ05ｨｦ09ｨｹｨｬ02ｨｪ04ｨｰ 0306ｨｪ04ｨｰ ｨｮ ｨｮｨｺｨ ｨｬ0308ｨ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨｮ04 00ｨ 0802ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺ05 ｨ ｨｮｨｬｨ 00ｨ ｨｺｨ ｨｦ 00ｨｦｨ 0004ｨｪ ｨｦ07 ﾂ07 00ｨｴｨｪ 00ｨｦｨｬ06ｨｪ 00ｨｴｨｪ 08ｨ 09ｨ ｨｬ060009ｨｴｨｪ ｨｮ0004ｨｺｨ ｨｪ ｨｮ ｨｦ09ｨ ｨｬｨ 00ｨｦｨｺｨｹ 0809ｨｹ0009ｨ ｨｬｨｬｨ 0004ｨｰ ｨ ｨｮ08ｨ ｨｰ ｨ ｨｰ ｨｺ0103ｨ ｨｪ 00ｨ 08ｨ 09ｨ ｨｺ0500ｨｴ: ｨ ｨｬｨｬｨｦｨｺ05 ｨｮ0007ｨｦ ﾂ0208ｨ ｨ 08ｨｹ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ 02ｨｪｨｦｨｮ ﾂ01ｨｬ06ｨｪｨ ｨｬ02 ｨｮ0109ｨｬｨ 00ｨｹ ｨｬｨ ｨｴ ｨ 08ｨｹ 0007ｨｪ ｨｺ05ｨｴ09ｨｹ ｨｦｨｮｨｬ ｨｦ0807ｨｪ0705ｨｬ02ｨｪｨ ｨｮ02 02ｨｪｨ 0505ｨ ｨｮｨｮｨｹｨｬ02ｨｪ ｨｺ0509ｨｮｨｦｨ 0208ｨｦ08ｨｹｨｪ04ｨｮ ｨｹ ｨｮ00ｨ ｨｨ0209ｨｹ ｨ 0607ｨｪｨｦｨｺｨｹ ﾂｨ ｨｬ040507ｨｰ ｨｮ0005ｨｨｨｬ04ｨｰ ｨｦ06ｨ ｨｪ 08ｨ 09ｨｹｨｬ07ｨｦｨ ﾂｨ 09ｨ ｨｺ000409ｨｦｨｮ00ｨｦｨｺ05 ｨｮ01ｨｬ080209ｨｦ ｨｰ ｨｬ02 ｨ ｨｮ ｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ ｨｮｨｺｨ ｨｬ0308ｨ 00ｨｴｨｪ 08ｨ 09ｨ 0805ｨｪｨｴ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｮ0109ｨｬｨ 0007ｨｺｨｦｨｮｨｮ0409ｨｹ0102ｨｬｨ ｨｺ ｨ 09ｨｹｨｬ07ｨｦｨ ｨｬ02 ｨ ｨｪ 00ｨｴｨｪ ｨｮ ｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｺｨ ｨｪ07ｨｪｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ ｨｮ0004 ｨｮ0005ｨｨｨｬ ｨｬ0600ｨｦｨｮ , 02ｨｪ06 ｨｮ0004 ｨｮ0005ｨｨｨｬ ｨｦ ｨ ｨｰ 0004ｨｰ ｨｴｨｰ % 0004ｨｰ 0101ｨｮｨｺｨ ｨｬ0308ｨ ｨｰ 00ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｮ01ｨｬ09ｨ 00ｨｦｨｺｨｹ ｨｮｨｺ0109ｨｹ0102ｨｬｨ 3. A050604ｨｮ ｨｰ 0005ｨｮ04ｨｰ 01ｨｦｨ ｨｰ ﾂ ｨ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ ｨｴｨｪ ｨｮ0007ｨｦ ﾂ0208ｨｴｨｪ 0102ｨｪ 0601ｨｴｨｮ ｨｴｨｮ ｨｰ ｨｮ01ｨｬ080209ｨｦ ｨｰ ｨｰ ｨｦｨ 00ｨ 0807ｨｮ07ｨｮ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ ｨｦ07ｨｨ020007ｨｨ04ｨｺｨ ｨｪ ｨｮ ｨｹ0009ｨ ｨｬｨｬｨ, 04 ｨ 08ｨｹｨｮ00ｨ ｨｮ04 00ｨｴｨｪ ｨｮ01ｨｪ ｨｴｨｪ 0205ｨｪ04ｨｺ02 ｨｪｨ ｨ ｨｦ07 ｨ ｨ ｨｮｨｦｨｮ00ｨｦｨｺｨｹ 08ｨ ｨｪ00ｨ ｨ 0807 ｨｹ,00ｨｦ 0007 (ｨｬ04 ﾂｨ ｨｪｨｦｨｺｨｹ) 0807ｨｮ07ｨｮ00ｨｹ ｨｺ0509ｨｮｨｦ ｨｦｨｮｨｬ ｨｦ ﾂ0208ｨ ｨｬ02 01ｨｦ0500ｨ ｨｦｨ ｨｬ07ｨｺ0701ｨｰ (ｨｺｨ ｨｬ0800ｨｹｨｬ02ｨｪ0701) ｨｦｨｮｨｬ0705 ｨｺｨ ｨｨ ｯ ｨｰ 0004ｨｰ 01ｨｦｨ 0007ｨｬ07ｨｰ ｨｦ06ｨ ｨｪ 08ｨ 09ｨｹｨｬ07ｨｦｨ (07 ｨｺｨ ｨｦ ｨｬ0200ｨ ) ｨｮｨ ｨｦｨｺｨ ｨｪｨｹ000400ｨ ｨ 08ｨｹ ｨ ｨｪ0008ｨｮ0007ｨｦ ﾂｨ ｨｮ0007ｨｦ ﾂ0208ｨ ｨｬ02 ｨｮ01ｨｬ09ｨ 00ｨｦｨｺ07 01ｨｦ0500ｨ ｨｦｨｮｨｬ0705 (ｨｺｨ ｨｰ) ｨｪ : 0705ｨｪｨｨ02ｨｮ04 ｨｺｨ ｨｦ ｨ ｨｪ0007 ﾂ ｨ ｨｮｨｺ ｨｬ0500ｨｴｨｪ ｨｬ02 ｨｺ08ｨｮｨｮ ｨ ｨｰ ｨｺｨ ｨｦ 01ｨｦｨｮ , 0409ｨ ｨｺ00ｨｦｨｺ ｨｪ ｨｺ ｨｬｨ 0007ｨｰ, 0602ｨｮｨｮｨ 0507ｨｪ08ｨｺ04, 1975, 01ｨｦ01ｨ ｨｺ000709ｨｦｨｺ07 01ｨｦｨ 0009ｨｦ ｨｺｨ : 05 ｨ ｨｪ00ｨｦｨｮ02ｨｦｨｮｨｬｨｦｨｺ07 ｨ 0608ｨ ｨｬｨｦｨｺ0907ｨｺｨｦｨｮｨｮ ｨｬｨ 0007ｨｰ, 0409ｨ ｨｺ00ｨｦｨｺ ｨｪｨｦｨｺ ｨｪ , 00ｨｹ0507ｨｰ, ｨｺｨ : 0701ｨｬ ｨｮ0004ｨｪ 0802 ﾂｨｪ ｨ ｨｺｨ ｨｦ 0004 ﾂｨ ｨｪｨｦｨｺ ｨｬ080209ｨｦ ｨｦ ﾂ0208ｨｴｨｪ ｨ 08ｨｹ ｨｦｨｮｨｬ06ｨｪ ｨ ｨｮｨｺ0109ｨｹ0102ｨｬｨ, 01ｨｦ01ｨ ｨｺ000709ｨｦｨｺ07 01ｨｦｨ 0009ｨｦ ｨｺｨ : 0409ｨｹ00ｨ ｨｮ ｨｮ04ｨｰ ｨｺｨ ｨｦ 03ｨｪ ｨｮ04ｨｰ 0004ｨｰ 0701ｨｬ09ｨ 00ｨｦｨｺ07ｨｰ 08ｨ 06ｨｦｨｪｨｹｨｬ04ｨｮ04ｨｰ ｨｺｨ ｨｦ 0207ｨｺｨｦｨｬｨ ｨｮ08ｨ ｨｰ ｨｺ ｨｬｨ 0007ｨｰ, 0802 ﾂｨｪｨｦｨｺ05 ﾁ0907ｨｪｨｦｨｺ05, 0308ｨｦｨｮ0004ｨｬ07ｨｪｨｦｨｺ07 00ｨｺ0107ｨｮ , 0702ｨｦ , 2000, , ｨｮ ｨｺｨ, ｨｦ00ｨｦｨｺｨｹｨｰ ｨｬ04 ﾂｨ ｨｪｨｦｨｺｨｹｨｰ, ｨｨｨｹｨｰ , , ｨｨ07ｨｪｨ.

10 1366 T02 ﾂｨｪ. ﾁ0907ｨｪ. 0308ｨｦｨｮ00. 00ｨｺ , 07, ﾂ Tech. Chron. Sci. J. TCG, I, No 2 03xtended summary Pumice Wireconcrete: A Promising Material for Earthquake Resistant Construction A. BAKA Civil Engineer, Assistant of the N.T.U.A. Abstract The work presents results of an experimental program concerned with the use of pumice for producing a lightweight concrete suitable for earthquake-resistant concstruction. By reducing maximum pumice size to 8 mm a pumice concrete was produced with a relatively high strength-to-weight ratio (compressive strength 30 MPa, (dry) unit weight kg/m 3 ), which overcomes the shortcomings of the conventional pumice concrete (with maximum grain size 30 mm). Eight test columns and five test beams made with pumice concrete, most of them with a chickenwire mesh enveloping the reinforcement cage, were subjected to cyclic transverse loading combined with a constant low axial load and compared with similar control test members made with limestone concrete and tested under the same conditions. Experimental results showed similar trends of behaviour for both types of concrete test members. Test members with the flexural reinforcement arranged along the section height exhibited similar load-carrying capacity to that of members with the conventional arrangement. 1. INTRODUCTION The practically inexhaustible deposits of pumice in Greece, particulary in the islands of Santorini, Nisyros and Yiali, and the low weight and good insulation properties of the material motivated research in Greece aiming at using pumice for the production of structural lightweight-aggregate concrete suitable for earthquake-resistant construction. Earlier reservations regarding the protection offered by pumice concrete to steel against corrosion were withdrawn, as the sulphur content of pumice was found to be low. Moreover, the inspection of a 60 years old pumice-concrete building in the Yiali island revealed no traces of corrosion in spite of the exposure of the building to adverse environmental conditions. However, the results of early research into the behaviour of pumice concrete as a structural material were not encouraging and, as a result, the use of pumice concrete was initially restricted in cases where it could be used as an insulating material in the form of either pumice bricks or precast semi-bearing walls. The use of pumice concrete as a Submitted: Jan. 25, 1999 Accepted: July 12, 1999 structural material was delayed by a combination of technological and economical shortcomings related with low strength (in spite of the relatively high cement content used), segregation of the lightweight coarse grains, high cost of production due to prewetting of aggregates and replacement of fines with limestone sand, large long-term deformations, etc [1]. The above shortcomings resulted from the attempt to increase the strength of pumice concrete in the manner this is achieved for the case of normal weight concrete, i.e. by increasing the cement content of the mix, by using rapidhardening cement, by replacing pumice fines with normal weight sand and a portion of the coarse pumice grains with normal weight aggregates, etc. In a research work of the Laboratory of Reinforced Concrete of N.T.U.A. during the same objective was achieved by merely reducing the maximum pumice-aggregate size. It was found [2] that reducing the maximum pumice-aggregate size not only leads to a significant improvement of pumice-concrete strength, but, also, overcomes the aforementioned shortcomings mostly related with the process of pumice-concrete production. By reducing the maximum grain size to 8 mm and keeping pumice fines (not replacing them with normal-weight sand) a free of segregation pumice ｰmicroconcrete ｱ was produced with a (maximum) strength of Mpa and a (dry) unit weight of 1500 kg/m 3. The high strength-to-weight ratio of pumice microconcrete provides a first indication of the value of the material for structural applications. Due to this characteristic, the use of the material in practice may lead to a significant improvement of structural response under earthquake action, providing that the brittle nature and the low modulus of the material do not affect adversely the ductility and stiffness of the structure, respectively. The aim of the present work was, on the one hand, to clarify points such as those mentioned above by means of an experimental investigation based on a comparative study of

11 67 the behaviour of pumice-concrete linear members with that of members made of conventional limestone concrete and, on the other, to investigate the effect on structural behaviour of basic parameters, such as longitudinal reinforcement percentage, concrete strength and yield strength, spacing and arrangement of transverse reinforcement and, also, the possibility the flexural reinforcement to be arranged along the height of the section. To this end, column and beam specimens were subjected to the combined action of a constant, relatively low, axial load and a cyclic transverse displacement and their response was compared with that of similar members made with normal-weight (limestone) concrete tested under the same conditions. The parameters of the transverse reinforcement were adopted in order to clarify points relating with the increasing tendency in current practice of using high-strength steel for the transverse reinforcement (in spite of the observed difficulties associated with the less ductility of some types of high-strength steels) in order to satisfy the transverse reinforcement requirements at a larger stirrup spacing. The investigation of the possibility for a vertical arrangement of the flexural reinforcement was adopted, because of its advantages in the case of the beams of ductile moment-resisting frames, designed to resist severe seismic action, in which the positive and negative moment demands are, frequently, equal, or near so. The conventional arrangement of the longitudinal reinforcement as close to top and bottom of the section, for most efficiency, has several shortcomings, such as difficulties during construction (in the placing and vibrating of concrete), problematic compression-shear transfer, due to the decreased depth of the compressive zone (because of the considerable compressive reinforcement) and deteriorations, due to the high and reversing bond stresses on the reinforcement bars passing through the joint core (because of the presence of beam moments of opposite sign on opposite sites of the joint). By the investigated possibility for vertical arrangement of the reinforcement the above mentioned shortcomings are withdrawn and, moreover, a strengthening of the joint core may be effected relating with the contribution of the intermediate beam bars passing through the joint to the loadbearing capacity of the latter. 2. MATERIAL IDENDITY Pumice wireconcrete is composed of pumice microconcrete and chickenwire mesh around the reinforcement cage of the structural members. Pumice microconcrete is composed of cement, pumice grains (without prewetting them) in one fraction 0-8 mm and water. Chickenwire mesh has an opening of 30 mm. The mix proportions of pumice microconcrete are approximately: 400 kg cement, 940 kg pumice and 240 kg water. Mix proposions are variable, depending upon the moisture of the pumice grains and they correspond to low workability. For higher workability an appropiate superplasticier may be used. Pumice microconcrete has the following technological characteristics: maximum level of strength: Mpa, dry unit weight: 1500 kg/m 3, coefficient of thermal conductivity: 0.50 kcal/mhc o (coefficient of normal limestone concrete 1.40 kcal/mhc o ), modulus of elasticity: Mpa, linear stress-strain relation, bond: similar to that of normal concrete, coefficient of long-time deformations similar with that of normal concrete. 3. CONCEPTS UNDERLYING MATERIAL DESIGN Adopting the two-phase model for concrete (simplified assumption for a material with the eterogenity of concrete, but sufficient for this scope), the following conclusions were drawn [4[: (a) the behaviour of concrete depends upon which phase of concrete is strong; (b) which phase is strong, depends upon the level of concrete strength in relation to the strength of the aggregate; (c) for each aggregate type, a transition level of concrete strength exists: below this level, aggregate is the strong phase, above this level, cement paste is the strong phase; (d) in the first case, concrete strength is increased primarily by increasing the strength of the cement paste. In the second case, concrete strength is increased primarily by increasing the strength of aggregate; (e) as the transition level of pumice concrete is considerably below that of limestone concrete, an increase in the strength of the cement paste does not result in higher strength of concrete as in the case of normal concrete (of moderate strength). In order that the strength of pumice concrete exceed the level of MPa (transition level for conventional pumice concrete) the strength of the pumice grain has to be increased. As a result of these considerations, in order to increase the strength of pumice grain, the reduction of grain size to 8 mm was adopted, as smaller grains, obtained by crushing of the coarser ones in the place of their larger voids, include smaller voids and, therefore, have higher strength. Pumice fines were not replaced with normal sand in order to take advantage of the beneficial influence of the pozzolanic properties of the former. Adopting small pumice grain and keeping pumice fines, the production cost of pumice microconcrete is reduced, as (a) no high cement content is needed, (b) no prewetting of pumice coarse grains is needed, (c) aggregates may be used in only one fraction (0-8 mm) and (d) the conventional mixers for mortars may be used. As the required

12 1368 T02 ﾂｨｪ. ﾁ0907ｨｪ. 0308ｨｦｨｮ00. 00ｨｺ , 07, ﾂ Tech. Chron. Sci. J. TCG, I, No 2 size of test specimens depends upon the maximum size of concrete aggregates, smaller test specimens may be adopted for pumice microconcrete with the corresponding economic benefits for in-situ testing they entail, as lighter and cheaper moulds and testing machines will be required (possibly moulds and testing machines for mortars may be adequate), smaller laboratory storing and curing space will be needed. Small grain size permits greater freedom in the design of the members, adoption of new technics and innovations, easier detailing and new directions in structural design, for example, the use of double T cross-sections in the case of high shear ratios and especially when axial load is low. Adopting this shape, the stiffness of uncracked sections is increased and so drift is decreased, though ductility is increased, as the depth of the compression zone is decreased due to its larger width. The addition of the chickenwire mesh was adopted because of the binding role of the mesh, which seems to function as an efficient means for crack control and delaying cover spalling and, hence, delaying the weakening of the effective cross section. 4. EXPERIMENTAL PROGRAMME Eighteen simply supported linear members with a free span of 2000 mm, ten of them with a 150 X 150 mm cross section (columns) and ten with a 150 X 300 mm cross section (beams) were subjected to cyclic transverse loading (induced by displacement control) combined with a constant low axial load through a specially designed test set up shown in fig 1. Of these members, thirteen were made with pumice concrete and seven with limestone concrete. Four of the test columns and all test beams made with pumice concrete were supplied with a chickenwire mesh around the reinforcement cage, as shown in fig. 2. The columns were subjected to two-point loading with a shear span-to-depth ratio equal to 5.5. As the region between the two load points was strengthened by additional flexural reinforcement, as shown in fig. 3, the flexural capacity critical sections were those including the load points. The overall test configuration shown in fig. 5, corresponds to two cantilever columns subjected to cyclic loading at the free end. On the other hand, the beams were subjected to single pointloading at midspan with a shear span-to-depth ratio equal to Parameters investigated For the columns, the parameters investigated in the programme were the reinforcement percentage (09 =As/Ac) and the concrete strength (f c ). The values used for these parameters were 0.9% and 2.0% for 09 and 18 MPa and 30 MPa for f c. The corresponding values for the mechanical reinforcement percentage 09. f y /f c, which was considered to be the fundamental behaviour index, were 0.12, 0.20, 0.26 and The effect produced by enveloping the reinforcement cage with a chickenwire mesh, shown in fig. 2, was also investigated; half of the members were supplied with this mesh. The values of the normalised transverse reinforcement (09 w. f sw /09.f sl ) and the normalised axial load (n=n/a c.f c ) were set equal to 1.2 and 0.15, respectively. For the beams, the parameters investigated were the yield stress, the spacing and the arrangement of the stirrups. The values used for the yield stress were 240 MPa and 540 MPa and for the spacing 100 mm and 200 mm. The stirrups of the members with the 540 MPa yield stress and 100 mm spacing extended throughout the cross-section depth or every second stirrup was restricted within the compressive zone, as shown in fig. 4. The values of the mechanical longitudinal reinforcement percentage and the normalised axial load were set equal to 0.30 and 0.08, respectively. All pumice-concrete beams were supplied with the above mentioned chickenwire mesh Specimens details and materials The reinforcement details of the test members are given in fig. 3 The letters L and N in the notation of the members designate the type of concrete, lightweight (pumice) and normal weight (limestone) concrete, respectively, while the letters C and B correspond to the type of the test member, column and beam, respectively. For the beams, the concrete cube strength at the date of testing was 25 MPa (the age of concrete at testing was 15 days), while the columns, which were tested at the age of 28 days, had a cube strength of either 18 MPa or 30 MPa. The mix details of the concretes used are given in table 1. Portland cement type II was used for all types of concrete. Pumice aggregates originated from the Greek island Yali and limestone aggregates from the Greek region Attiki Test set up and loading procedure The overall test set up is shown in fig. 1. The specimens were tested in horizontal position, simply supported on two girders fixed to the columns of the test frame, as indicated in fig. 1. A spherical seating arrangement permitted free rotation of specimen end sections. The axial load was imposed as an external prestress by means of two steel bars stressed by a hydraulic jack. A spherical seating arrangement was also used in order to apply the load concentrically. The loading history shown in fig. 6 was induced by means of an MTS actuator (double action 250/500 kn capacity). The axial load was maintained constant throughout the test through the use

13 69 of two strong steel springs in the direction of the specimen axis as indicated in fig. 1. An x-y plotter connected to the actuator was used to record the load-deflection curve throughout a test. Load and deflection were also measured by means of a load cell and an LVDT. The slip between reinforcement and concrete was measured externally at a cross section at a distance of 100 mm from the critical section of the members, as shown in fig. 4. For test columns, concrete and reinforcement strains at the critical sections were measured by means of strain gauges. For the beams, a videocamera was used for the continous observation of the crack patterns during testing and for measuring crack widths. Axial load was first applied to the specimens and increased to a predermined value. This value was kept constant throughout the test, while the specimen was subjected to the following transverse loading history: Initially the specimens were subjected to three cycles at a low level of displacement corresponding to approximately 1/4 of the load bearing capacity of the member. These were followed by three cycles at the displacement level at which yielding of the tensile reinforcement occurred. (This level was identified by the abrupt shoftening of the force-deflection curve recorded by the x-y ploter). Finally the specimens were subjected to at least five cycles at a displacement corresponding to a ductility factor of 3.5. Such a loading history represents the effect of low, moderate and intense earthquake action, respectively. The displacement ductility factor is defined as the ratio of the attained displacement-to-the displacement at yielding of the tensile reinforcement. The rate of loading was kept constant equal to approximately 0.2 mm/sec. 5. TEST RESULTS The force-displacement curves are shown in fig. 5 for typical column specimens and in fig. 6 for the beams. The crack patterns after the end of all loading cycles are depicted in fig. 7 for a typical column and in fig. 8 for typical beams. fig. 10 showes the slip between concrete and reinforcement as a function of transverse force reservals for a typical beam. Considering that failure occurs when the drop in peak force between two successive cycles is dispropotionately larger than any two of the previous successive cycles (at the same peak displacement level), the columns sustained less cycles than the beams exhibiting an earlier buckling of the longitudinal reinforcement. This was particularly the case for the C4 columns (with reinforcement percentage 2.0% and concrete strength 18 MPa). The mode of failure exhibited was similar for both types of concrete specimens. All test members failed in a flexural manner with spalling of cover and buckling of the longitudinal reinforcement. Failure of the pumice-concrete columns supplied with a chickenwire mesh was more gradual, particulary after cover spalling, than that of pumice columns without a mesh. The beams exhibited more inclined cracking (which was observed after the first cycle at a displacement with a ductility factor of 3.5) than the columns. The B3 members (with the 200 mm stirrups spacing) exhibited a more brittle behaviour with extensive inclined cracking after the first cycle and an earlier buckling of the longitudinal reinforcement. The buckling of the reinforcement of the LB3 beam was earlier than that of NB3 beam. The B7 members exhibited a considerably less inclined cracking. 6. DISCUSSION OF RESULTS 6.1. Comparison of the observed behaviour of columns and beams The hysteretic behaviour shown in fig. 5 for the columns appears to be free of any significant pinching of the hysteretic loops. Such behaviour is compatible with the lack of transverse cracking extending throughout the cross-section height and the less pronounced inclined cracking which characterises the crack patterns. In contrast with the column specimens, fig. 6 showes that after the third loading cycle the hysteretic behaviour of the beam specimens is characterised by a significant pinching effect which is associated with the formation of transverse cracking covering the whole cross-section height shown in fig. 7 and is in compliance with the significant residual bond slip shown in fig. 9. Such a difference in the behaviour may be attributed to the smaller shear span-to-depth ratio, the lower axial load and the smaller width-to-height ratio of the beam-members. It is interesting to note that, in spite of the pinching effect, most beam specimens sustained a larger number of load reversals than the column specimens which suffered buckling of the longitudinal bars at an earlier cycle, probably due to their lighter transverse reinsforcement. It is also interesting to note in fig. 5 the decrease of the sustained transverse force after yielding due to the higher axial load and mid-span deflection of column-members (resulting to a higher additional moment which is equal to N.v, where N is the axial load and v the deflection) The influence of the chickenwire mesh and the longitudinal reinforcement percentage The addition of the chickenwire mesh appeared to have a beneficial effect on the overall behaviour of the pumice-concrete members, particulary after the first cycle. This effect is

14 1370 T02 ﾂｨｪ. ﾁ0907ｨｪ. 0308ｨｦｨｮ00. 00ｨｺ , 07, ﾂ Tech. Chron. Sci. J. TCG, I, No 2 in compliance with the observed more gradual failure of the members supplied with such a mesh and may be attributed to the binding role of the mesh, which seems to function as an efficient means for crack control and delaying cover spalling and, hence, delaying the weakening of the effective cross section. The level of the strength and the reinforcement percentage did not appear to have any noticable influence on the behaviour of the columns. However, when these two parameters are combined in the form of the mechanical reinforcement percentage, they appeared to have a secondary influence on the buckling of the longitudinal reinforcement. C4 members (with a higher value of the reinforcement percentage and a lower value of concrete strength) suffered buckling of the longitudinal bars at an earlier loading cycle exhibiting a higher peak load and stiffness degradation. Such an influence may be attributed to the higher transverse force induced by the buckling of the longitudinal bars due to their larger diameter and the inability of the concrete cover to counter balance the action of this force The influence of the parameters of the transverse reinforcement As shown in fig. 6, the B2 beams exhibited similar behaviour in terms of load-carrying capacity, inclined cracking and number of sustained loading cycles with the B1 beams, in spite of the more than 200% higher stirrups yield strength of the latter. Yielding of the transverse reinforcement of the B2 specimens, assessed by measuring the width of the inclined cracks, occurred just before failure and therefore the higher yield stress of the transverse reinforcement had no effect on specimen behaviour. The B3 beams, however, exhibited an overall inferior behaviour than B2 beams (with the same transverse reinforcement percentage), characterised by extensive inclined cracking and an earlier buckling of the longitudinal reinforcement. So, for the transverse reinforcement percentages used in the programme, spacing appears to be a more decisive factor than the transverse reinforcement percentage. Hence, current practice of using high-strength steel for transverse reinforcement in order to satisfy the transverse reinforcement requirements at a larger stirrup spacing may be misleading. Finally, B4 beams exhibited a better performance than B3 beams, as well as a higher load-carrying capacity. Such behaviour is attributed to the reinforcement arrangement of beams B4: The 6 mm diameter longitudinal bars used to form the cage of the compressive zone appears to have contributed to the beam flexural capacity, since the crack pattern indicated that the bars were in tension throughout the cyclic loading history. Moreover, the transverse reinforcement of the compressive zone delayed buckling of the compressive reinforcement as well as improved dowel action The influence of the arrangement of the flexural reinforcement As shown by comparing the force-deflection diagrams of beams B5 and B1 in fig. 6, the B5 beam exhibited a 15% higher load-bearing capacity, a less intense pitching effect and as shown in fig. 8 is characterised by considerably less inclined cracking. Such a result, which seems unexpectable, as the effective, (according to the conventional view) reinforcement percentage of the former members is less than half that of the latter, may be attributed to the beneficial contribution of the intermediate bars which were constantly under tension (as it was evident from the crack patterns) due to the small depth of the compressive zone in the case of symmetrically reinforced members and, also, to the beneficial effect of the dowel action of these bars. However, the observed considerable decrease of the load after the first cycle arises questions and is open for a future further investigation. 7. COMPARISON OF PUMICE WIRE - CONCRETE AND NORMAL CONCRETE MEMBERS As shown in figs 5 and 6, the trends exhibited by the force-deflection curves established for the members made with pumice concrete are similar with those of the members made with limestone concrete. Such trends of behaviour are in compliance with the observed similar crack patterns of the two types of concrete members. This similarity in behaviour is considered to reflect the similarity in the bond characteristics of these two types of concrete. As shown in fig. 10 [2], the bond-slip characteristics of pumice concrete are similar to, if not better than, those of a normal concrete with a similar strength. The improved bond behaviour of pumice concrete may be attributed to: (a) the larger effective contact surface between concrete and reinforcement (because of its smaller aggregate grain), (b) the more irregular texture of pumice grains, (c) the surface pores in pumice aggregates which by absorbing cement paste increase the effective contact surface, (d) the potential chemical interaction between reinforcement and pumice fines, as pumice fines are chemically more reactive than limestone fines, and (e) the lower bleeding in pumice microconcrete, as pumice fines absorb the excess water leaving no transition zone between cement paste and reinforcement interface. This similarity is observed for all types of test elements, excluding the LB3 and NB3 elements. As the LB4 and NB4 beams (having the same transverse reinforcement with the

15 71 LB3 and NB3 specimens) exhibited a similar behaviour, the inferior behaviour of LB3 beam than that of the NB3 beam may be attributed to the observed earlier buckling of the longitudinal reinforcement. The earlier buckling may be due to the lower splitting strength of pumice concrete (by approximately 15% [2]) which is reflected in the lower capacity of the concrete cover to withstand the transverse force developed as a result of the buckling of the longitudinal bars. The use of smaller diameter longitudinar bars and/or closer transverse reinforcement spacing is, thus, recommended for pumice concrete members. Because of the small grain size of the pumice concrete, a denser arrangement of longitudinal and transverse reinforcement may be adopted without difficulties during concreting. Such a denser arrangement may, also, result in an overall better cracking behaviour. As shown in figs 5 and 6, the secant stiffness values are of the same order for both types of concrete members at the level near the peak load, whereas at a level of 30% the loadcarrying capacity of the members (service state), the stiffness of pumice concrete members is nearly 85-95% that of limestone concrete members. The significantly higher value of the ratio of the stiffness of pumice concrete members - to - the stiffness of limestone concrete members than the value of the ratio of the modulus of elasticity of pumice concrete - to - the modulus of elasticity of limestone concrete (the latter ratio is lower than 0.5) and the increase of the former with the level of loading, appears to be due to the following reasons: (a) the value of the modulus of elasticity of pumice concrete remains constant with the increase in load (linear stress-strain diagram), while the modulus of elasticity of limestone concrete with the same strength decreases with loading (curved stress-strain diagram), and (b) as load increases, the contribution of the reinforcement to the member stiffness increases, while the compressive zone decreases. 8. CONCLUSIONS Within the limited scope of the experimental programme presented, the following conclusions may be drawn. 1. Under the combined action of cyclic transverse loading and a constant relatively small axial load the force-deflection characteristics of pumice-concrete structural members are similar to those of limestone-concrete structural members with the same reinforcement details. 2. Pumice-concrete members provided with a chickenwire mesh around the reinforcement cage exhibited a better overall perfomance than pumice members without the mesh. 3. The stiffness of pumice-concrete members was found to be similar with that of limestone-concrete members at the level of load-carrying capacity. Under service loading conditions pumice concrete members exhibited 90% the stifness of their limestone-counterparts. 4. Members with a higher yield stress of the transverse reinforcement did not exhibit an improvement of their behaviour. 5. For the transverse reinforcement percentages used in the programme, spacing appears to be a more decisive factor than the transverse reinforcement percentage. 6. Members with the vertical arrangement of the longitudinal reinforcement and members with the conventional distribution exhibited similar load-carrying capacity. A. Baka, Civil engineer, assistant of N.T.U.A., 30 Polydorou str., Athens, Greece.