京 都 大 学 防 災 研 究 所 年 報 第 50 号 B 平 成 19 年 4 月

Annuals of Disas. Prev. Res. Inst., Kyoto Univ., No. 50 B, 2007ኹ㒮ᑪ▽‛ߦ߅ߌࠆવ⛔ᧁㅧゲ⚵ߩ᭴ㅧജቇ․ᕈߩࡕ࠺࡞ൻߦࠃࠆ㛽⚵⸃ᨆ
೨㊁዁ノ ࡮㋈ᧁ␽ਯ࡮᧻ᧄᘕ਽ 㧔ᩣ㧕೨㊁ᑪ▽⸳⸘㧔೨੩ㇺᄢቇᄢቇ㒮Ꮏቇ⎇ⓥ⑼㧕ᐢፉᄢቇᄢቇ㒮Ꮏቇ⎇ⓥ⑼

ⷐ ᣦᧄ⎇ⓥߢߪ㧘ኹ㒮ᑪ▽‛ߦ߅ߌࠆવ⛔ᧁㅧゲ⚵ࠍࡕ࠺࡞ߣߒߚ┙૕᨞᭴⹜㛎૕ࠍ⵾૞ߒ㧘ᝄേบታ㛎෸߮㕒⊛᳓ᐔജタ⩄ታ㛎ࠍታᣉߒߡ㧘વ⛔ᧁㅧゲ⚵᭴ᴺ߇ᜬߟᩇ㧙ᮮ᨞᧚ធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ᕈ⢻߿ᩇ௑ᢳᓳరജ․ᕈࠍታ㛎⊛ߦᛠីߒߚ‫ޕ‬ታ㛎⚿ᨐߦၮߠ޿ߡ㧘ᮮ᨞᧚ߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫߿ᩇ௑ᢳᓳరജ․ᕈߥߤߩ㕖✢ᒻᓳరജࡕ࠺࡞ࠍ᭴▽ߒ㧘࿾㔡ᔕ╵⸃ᨆࠍⴕߞߡ㧘ᧄࡕ࠺࡞ൻᚻᴺߥࠄ߮ߦᧄ⸃ᨆᚻᴺߩ
ᅷᒰᕈࠍᬌ⸽ߒߚ‫ޕ‬ࠠ࡯ࡢ࡯࠼㧦વ⛔ᧁㅧゲ⚵㧘ᩇ௑ᢳᓳరജ․ᕈ㧘ᩇ㧙ᮮ᨞᧚ធวㇱ㧘ᦛߍࡕ࡯ࡔࡦ
࠻ᛶ᛫㧘࿾㔡ᔕ╵⸃ᨆ 



 ᐨ⺰

⚵‛ߦߟ޿ߡߪ㧘⮮↰ࠄ㧔2001㧕߿ᬮࠄ㧔2005㧕ߦࠃࠆ⎇ⓥ߇᜼ߍࠄࠇࠆ‫ࠄ↰⮮ޕ‬㧔2001㧕ߪ㧘ࡑ࡞ᚒ߇࿖ߩኹ㒮ߦߺࠄࠇࠆࠃ߁ߥવ⛔⊛ᧁㅧᑪ▽‛࠴࡝࠾ࠕဳߩጁᱧࡕ࠺࡞ࠍឭ᩺ߒ㧘೰ᕈࠍᧁ᧚ߩ߼

ߪ㧘⁛․ߩ᭴ㅧജቇ․ᕈࠍ᦭ߔࠆゲ⚵᭴ᴺࠍਥⷐߥࠅㄟߺℂ⺰߆ࠄ▚಴ߒߡ㧘⚵‛ߩ೰ᕈࠍߘߩᒻ⁁߿

᭴ᴺߣߒߡ⢒߹ࠇߡ߈ߚ‫ޕ‬᭴ㅧജቇ․ᕈߣߒߡ㧘ᄢ

᧚ᢱ․ᕈ߆ࠄផ᷹ߔࠆᣇᴺࠍឭ᩺ߒߡ޿ࠆ‫ߚ߹ޕ‬㧘ᓘᩇߦゲജ߇ടࠊࠆߎߣߦࠃࠆᩇ௑ᢳᓳరജ․ᕈ㧘ᬮࠄ㧔2005㧕ߪ㧘໊᜗ឭኹ㊄ၴߢ↪޿ࠄࠇࠆ᢯⚵ࠍⶄ㔀ߥᧁ⚵ߺߦࠃࠆ⚵‛ߩᷫ⴮ᕈ⢻㧘ᩇ㧙ᮮ᨞᧚ធࡕ࠺࡞ߣߒߚታᄢ⹜㛎૕ߦࠃࠆታ㛎⊛⎇ⓥࠍⴕߞߡ㧘วㇱߩ߼ࠅㄟߺߦࠃࠆᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ᕈ⢻㧘ᩇ᳓ᐔജߦኻߔࠆ᢯⚵ߩ⠴ജࠍ㧘ᄢ᢯ᐩ㕙ߩജߩ㊒ว⣉ㇱߩṖࠅ᜼േߥߤ߇᜼ߍࠄࠇࠆ‫ߩࠄࠇߎޕ‬᭴ㅧജ߆ࠄ⹏ଔߔࠆ⸘▚ᣇᴺࠍឭ᩺ߒ㧘ߘߩ⸘▚⚿ᨐ߇ታ

ቇ․ᕈ߇⋧੕ߦ૞↪ߔࠆߎߣߢ㧘᨞᭴ో૕ߩᓳరജ

㛎⚿ᨐߣ⦟޿৻⥌ࠍ␜ߒߡ޿ࠆߎߣࠍ᣿ࠄ߆ߦߒߡ

ߦነਈߒߡ޿ࠆ߽ߩߣ⠨߃ࠄࠇࠆ߇㧘ߘߩᧁ⚵ߺߩ޿ࠆ‫ޕ‬ⶄ㔀ߐߥߤ߆ࠄ㧘ജቇ⊛ߥ⸃᣿߇㕖Ᏹߦ㔍ߒߊ㧘ߘᩇ㧙ᮮ᨞᧚ធวㇱߩᦛߍᛶ᛫ߦߟ޿ߡߪ㧘ဈߩಽᨆߪචಽߦߥߐࠇߡ޿ߥ޿‫৻ޕ‬ᣇߢ㧘વ⛔⊛ᧁ

㧔1941b㧕߿ᓟ⮮㧔1986㧕ߦࠃࠆ⎇ⓥ߇᜼ߍࠄࠇࠆ‫ޕ‬ㅧᑪ▽‛ߩ଻ሽ࡮ୃᓳᛛⴚߩᣧᦼ㐿⊒߇ⷐᦸߐࠇߡ

ဈ㧔1941b㧕ߪ㧘⽾⠴ജߦ㑐ߔࠆታ㛎⊛⎇ⓥࠍⴕ޿㧘߅ࠅ㧘ߎࠇࠄ᭴ㅧജቇ․ᕈࠍቯ㊂⊛߆ߟቯᕈ⊛ߦᛠ⽾ߩᝌ౉ߪ⽾ߖ޿ߩዋߥߊߣ߽㧞୚એ਄ߥ޿ߣ⽾ߩីߔࠆᔅⷐᕈ߇ᜰ៰ߐࠇࠆ‫⁁ߥ߁ࠃߩߎޕ‬ᴫ߆ࠄ㧘ᛶ᛫ജࠍቢోߦ⊒ើߢ߈ߥ޿ߎߣ㧘⽾ߩ⠴ജߪᩇ߇੹ᣣ߹ߢߦ᭽‫ߥޘ‬ታ㛎⊛⎇ⓥ߿⸃ᨆ⊛⎇ⓥ߇ߥߐࠇ⽾ߦᲧߴߡ⪺ߒߊᄥ޿႐วߦߪ⽾૏⟎ߦߪή㑐ଥߢߡ߈ߚ‫ޕ‬

޽ࠆߎߣߥߤࠍ⍮⷗ߣߒߡ᜼ߍߡ޿ࠆ‫ޕ‬ᓟ⮮㧔1986㧕ᩇ௑ᢳᓳరജ․ᕈߦߟ޿ߡߪ㧘ဈ㧔1941a㧕߿Kawaiߪ㧘⽾ㅢ઀ญߦࠃࠆᧁㅧ࡜࡯ࡔࡦ᭴ㅧߩ⎇ⓥࠍⴕ޿㧘㧔1996㧕ߦࠃࠆ⎇ⓥ߇᜼ߍࠄࠇࠆ‫ߪߢߎߎޕ‬㧘❗ዤ⽾ㅢ᭴ㅧߩ೰ᕈߪዊߐߊ㧘ታ㓙ߦߪᄥ޿ᩇࠍᔅⷐߣ

ᮨဳ⹜㛎૕ߥߤࠍ↪޿ߡන⚐タ⩄ࠍⴕ޿㧘ᄌ૏㊂ߣߔࠆߎߣ߿㧘⽾ㅢ઀ญߩ࿁ォᄌᒻߪ㒠ફᓟߦ߅޿ߡ

ᓳరജߩ㑐ଥ߆ࠄᩇ௑ᢳᓳరജࠍ᳞߼ߡ߅ࠅ㧘߹ߚ߽⋧ᒰߩᓳరജࠍ᦭ߒߡ޿ࠆߎߣߥߤࠍ⍮⷗ߣߒߡℂ⺰⸃ᨆ߆ࠄ㧘ᩇ௑ᢳᓳరജߩቯᑼൻࠍⴕߞߡ޿ࠆ‫ޕ‬᜼ߍߡ޿ࠆ‫ޕ‬－ 117 －

߹ߚ㧘ᩇ㧙ᮮ᨞᧚ធวㇱߩᦛߍᛶ᛫ߦኒធߦ㑐ㅪ↪޿ߡ㧘ኹ㒮ᑪ▽‛߇᦭ߔࠆ᭴ㅧജቇ․ᕈߩࡕ࠺࡞

ߔࠆᧁ᧚ߩ߼ࠅㄟߺߦߟ޿ߡߪ㧘Ⓑጊ㧔1991㧕߿᫜ൻࠍⴕ߁‫ߚ߹ޕ‬㧘᭴ㅧജቇ․ᕈߩฦ㕖✢ᒻᓳరജࡕ

ᯅࠄ㧔2006㧕ߩ⎇ⓥ߇᜼ߍࠄࠇࠆ‫ޕ‬Ⓑጊ㧔1991㧕ߪ㧘࠺࡞ࠍ↪޿ߡ㛽⚵⸃ᨆࡕ࠺࡞ࠍ૞ᚑߒ㧘࿾㔡ᔕ╵⸃ᧁ᧚ߩ߼ࠅㄟߺታ㛎ࠍⴕߞߡ㧘✼┵〒㔌㧘᧚ෘߥߤᨆࠍⴕߞߡ㧘ᝄേบታ㛎⚿ᨐߣߩᲧセࠍⴕ߁‫ߕ߹ޕ‬ታ㓙ߩ⸳⸘ߦ㑐ࠊࠆᐞ૗ቇ࿃ሶߩᄌൻߣ߼ࠅㄟߺ⩄㧞┨ߢߪ㧘ᧄታ㛎ߩ᭎ⷐࠍ⺑᣿ߔࠆ‫ޕ‬㧟┨ߢߪ㧘ᧄ㊀㧙ᄌ૏㑐ଥ߳ߩᓇ㗀ࠍ᣿ࠄ߆ߦߒߡ޿ࠆ‫ߡߒߘޕ‬㧘ታ㛎⚿ᨐࠃࠅ㧘વ⛔ᧁㅧゲ⚵᨞᭴ߩᓳరജ․ᕈ㧘ᩇ╬ಽᏓ߼ࠅㄟߺᒢᕈᄌᒻℂ⺰ᑼߥߤ߼ࠅㄟߺℂ⺰ᑼ㧙ᮮ᨞᧚ធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ߦߟ޿ߡ᣿ࠄ

ࠍዉ޿ߡ㧘ታ㛎ߦࠃࠆ⩄㊀㧙ᄌ૏㑐ଥߣߩᲧセࠍߒ㧘߆ߦߔࠆ‫ߚ߹ޕ‬㧘ᩇ㗡ㇱ෸߮ᩇ⣉ㇱߩᦛߍࡕ࡯ࡔࡦ

ℂ⺰ᦛ✢߇⦟ߊ৻⥌ߔࠆߎߣࠍ⏕⹺ߒߡ޿ࠆ‫ߚ߹ޕ‬㧘࠻ᛶ᛫ࠍ␜ߒ㧘ᩇߦ↢ߓࠆജߩ㊒ว㑐ଥࠍ᣿ࠄ߆ߦ

ห᭽ߦਃⷺᒻ߼ࠅㄟߺߦ㑐ߔࠆℂ⺰ᑼዷ㐿ࠍⴕߞߡߒߡ㧘⹜㛎૕ߩᓳరജ․ᕈߦነਈߔࠆᮮ᨞᧚ߩᦛߍ

߅ࠅ㧘੹ᣣ߹ߢߩᧁ᧚ߩ߼ࠅㄟߺℂ⺰ߩၮ␆⊛⎇ⓥࡕ࡯ࡔࡦ࠻ᛶ᛫ߣᩇ௑ᢳᓳరജ․ᕈߦߟ޿ߡᬌ⸽ߔ

ߣ૏⟎ߠߌࠄࠇߡ޿ࠆ‫ߚ߹ޕ‬㧘᫜ᯅࠄ㧔2006㧕ߪ㧘ࠆ‫ޕ‬㧠┨ߢߪ㧘㧟┨ߢ᣿ࠄ߆ߦߒߚฦ᭴ㅧജቇ․ᕈ

߼ࠅㄟߺߩജቇࡕ࠺࡞ߦࡄࠬ࠹࡞࠽࡯ࠢ࡮ࡕ࠺࡞ࠍ

ߦߟ޿ߡࡕ࠺࡞ൻࠍⴕ޿㧘࿾㔡ᔕ╵⸃ᨆࠍⴕߞߡ㧘ㆡ↪ߒ㧘⋥੤⇣ᣇᕈࠍ⠨ᘦߒߚ߼ࠅㄟߺᄌ૏ߩቯᑼ

ᧄᝄേบታ㛎⚿ᨐߣߩᲧセࠍⴕ߁‫ޕ‬ൻࠍⴕߞߡ㧘ቯᑼൻߦၮߠ޿ߡ߼ࠅㄟߺታ㛎ࠍⴕߞߡ޿ࠆ‫⚿ߩߘޕ‬ᨐ㧘߼ࠅㄟߺߩᄢᄌᒻᤨߩ⠴ജ⛽ᜬ ታ㛎᭎ⷐ

ᯏ᭴ࠍ⸃᣿ߒ㧘ᧁ᧚ߩᱡ⎬ൻ․ᕈ߇⠴㔡ᕈ⢻⹏ଔ਄㊀ⷐߥᗧ⟵ࠍᜬߟߎߣࠍ᣿ࠄ߆ߦߒߡ޿ࠆ‫ޕ‬ᧄታ㛎ߪ㧘੩ㇺᄢቇ㒐ἴ⎇ⓥᚲᒝ㔡ᔕ╵ታ㛎ቶߦᩇ⣉ㇱߩ᜼േߦߟ޿ߡߪ਄⼱ࠄ㧔2004㧕ߩ⎇ⓥ߇߅޿ ߡ 㧘1999ᐕ 㨪 2003ᐕ ߦ ᷰࠅ ታ ᣉߒ ߚ 㧔㋈ ᧁࠄ᜼ߍࠄࠇࠆ‫ߪߢߎߎޕ‬㧘ᩇ⣉ㇱߣ␆⍹㑆ߩធ⸅ߦ㑐

㧔2003㧕㧕‫ޕ‬౮⌀1ߦᝄേบߦ⸳⟎ߒߚ⹜㛎૕ߩో૕ߔࠆታ㛎ࠍⴕ޿㧘ᩇ⣉ᐩ㕙ߦᄌᒻ߇㓸ਛߔࠆߎߣߦ

౮⌀ࠍ␜ߔ‫ޕ‬⌕⋡ߒߡ㧘઒ᗐ⊛ߥ೰૕ߣߒߡࡕ࠺࡞ൻߔࠆᚻᴺࠍ
ឭ᩺ߒߡ޿ࠆ‫ߩߎޕ‬ᩇ⣉ࡕ࠺࡞ߩᐞ૗ቇ⊛㑐ଥᑼߣ ⹜㛎૕᭎ⷐ㊒วᑼࠍ↪޿ߡ㧘㓸ਛ෻ജߩ૞↪૏⟎ࠍ⺃ዉߒ㧘߹ ࿑1ߦᧄᝄേบታ㛎ߢ૶↪ߒߚᮡḰ⹜㛎૕ࠍ␜ߔ‫ޕ‬ߚታ㛎߆ࠄ㋦⋥ᣇะ෻ജߩ㊀ᔃ૏⟎ࠍᩇ⣉ߩ࿁ォⷺ⹜㛎૕ߪ㧝ࠬࡄࡦ㧝ࠬࡄࡦ㧔3.75m2.25m㧕ߩ㧠ߢ⴫⃻ߔࠆታ㛎ᑼࠍዉ޿ߡ޿ࠆ‫ޕ‬ᧄᩇ┙૕ゲ⚵ߢ޽ࠅ㧘㜞ߐߪ␆⍹ࠍ฽߼ߡ⚂5mߣߒߒ߆ߒ㧘ߎࠇࠄߩᣢᓔߩ⎇ⓥߪ㧘ฦ᭴ㅧജቇ․ᕈ

ߚ‫ߪࠇߎޕ‬ታ࿷ߔࠆኹ㒮ᑪ▽‛ߩ߶߷ታ‛ᄢߣߒ㧘୘‫ߩޘ‬ታ㛎߇ਛᔃߢ޽ࠅ㧘᨞᭴ో૕ߩਛߢฦⷐ⚛ࠍવ⛔⊛ߥゲ⚵᭴ᴺߩౖဳ⊛ߥ․ᓽߢ޽ࠆ㧘ᄢᓘᩇ㧘ᛒߞߡ޿ߥ޿ߚ߼㧘ߘߩ⚿ᨐ㧘᭴ㅧജቇ․ᕈ߇⚵ߺᩇ㧙ᮮ᨞᧚ធวㇱ㧘⚵‛ߩ࠺ࠖ࠹࡯࡞ࠍ⋓ࠅㄟࠎߛวࠊߐߞߡ᭴ᚑߐࠇࠆ᨞᭴ో૕ߩታ⃻⽎ࠍᬌ⸽ߢ߈

ታ㛎ࡕ࠺࡞ߢ޽ࠆ‫ޕ‬ߡ޿ߥ޿‫ߚ߹ޕ‬㧘߼ࠅㄟߺߦ㑐ߔࠆᣢᓔߩ⎇ⓥࠍ೑
↪ߒߡ㧘㛽⚵⸃ᨆࡕ࠺࡞ࠍ૞ᚑߒ㧘࿾㔡ᔕ╵⸃ᨆࠍታᣉߔࠆߎߣߢ㧘વ⛔⊛ᧁㅧ᭴ㅧ‛ߩ࿾㔡ᤨ᜼േࠍ᣿ࠄ߆ߦߔࠆߎߣߪน⢻ߣ⠨߃ࠄࠇࠆ߇㧘᨞᭴ో૕
ߩᓳరജ․ᕈߥߤ㧘⸃ᨆ⚿ᨐߣᲧセኻ⽎ߣߥࠆታ㛎⚿ᨐߪචಽߦᓧࠄࠇߡ޿ߥ޿‫ޕ‬᨞᭴ో૕ߩ᜼േࠍ੍
᷹ߔࠆߚ߼ߦߪ㧘ߎࠇࠄ᭴ㅧജቇ․ᕈࠍోߡ⋓ࠅㄟࠎߛታᄢ┙૕ゲ⚵᨞᭴ߦࠃࠆᝄേบታ㛎ߩታᣉ߇ᒝ
ߊᦸ߹ࠇࠆ‫ޕ‬ߎߩࠃ߁ߥ⁁ᴫࠍ㐓ߺߡ㧘᨞᭴ో૕ߩᓳరജ․ᕈ
߿ฦㇱߩᦛߍᛶ᛫ߥߤࠍታ㛎⊛ߦ⸃᣿ߔࠆߎߣࠍ⋡⊛ߣߒߡ㧘ᄢᓘᩇ߿⚵‛㧘㧟⒳㘃ߩᩇ㧙ᮮ᨞᧚ធว
ㇱ㧘ᩇ⣉㧙␆⍹ߩ࠺ࠖ࠹࡯࡞ߥߤࠍ⋓ࠅㄟࠎߛ㧘વ⛔⊛ߥታᄢ┙૕ゲ⚵᨞᭴⹜㛎૕ࠍ⵾૞ߒ㧘ᝄേบታ㛎ࠍⴕߞߚ‫ߚ߹ޕ‬㧘ᩇ௑ᢳᓳరജ․ᕈߩ᛽಴ࠍ⋡⊛ߣߒߡ㧘㕒⊛᳓ᐔജタ⩄ታ㛎߽૬ߖߡታᣉߒߚ‫ᧄޕ‬ႎߢߪ㧘વ⛔ᧁㅧゲ⚵ߩᝄേบታ㛎෸߮㕒⊛᳓ᐔജタ⩄ታ㛎⚿ᨐࠍㅀߴࠆߣ౒ߦ㧘ᓧࠄࠇߚታ㛎⚿ᨐࠍ

－ 118 －

Photo 1 Shaking table test of specimen ␆⍹ߪ㧘ᓮᓇ⍹ࠍ૶↪ߒ㧘ߘߩ⴫㕙ࠍ߮ߒ߾ࠎߢ

 ᝄേบታ㛎᭎ⷐณ޿ߡᐔṖߦ઀਄ߍߚ‫ޕ‬ᩇߪ㧘ᝄേบ਄ߦ࿕ቯߐࠇ ᮡ Ḱ ⹜㛎 ૕ ࠍ↪ ޿ ߚታ ࿾ 㔡േ ᵄ ടᝄ ታ 㛎ߢ ߪ㧘ߚ␆⍹ߩ਄ߦ㧘㊄‛߿࠳ࡏߥߤߢ࿕ቯߔࠆߎߣߥߊ

1940 El Centro෸߮1995 JMA Kobeߩ᷹ⷰ⸥㍳ᵄᒻࠍ⸳⟎ߒߚ‫ޕ‬ᮮ᨞᧚ߪ㧘⹜㛎૕ਅ߆ࠄ⿷࿕߼㧘ౝᴺ⽾㧘

ਥߣߒ㧘ᝄേ⁁ᴫ߿⎕უ⁁ᴫߦᔕߓߡᦨᄢടㅦᐲᝄ

㗡⽾ߢ᭴ᚑߒߚ‫ޕ‬ฦᮮ᨞᧚ធวㇱߪ㊉ࠍ৻ಾ૶↪ߖ᏷ࠍᓢ‫ߦޘ‬਄ߍߟߟ㧘➅ࠅ㄰ߒߡታ㛎ࠍⴕߞߚ‫ޕ‬ടߕ㧘઀ญߢធวߒߚ‫⿷ޕ‬࿕߼ߪᢿ㕙ࠍಾࠅᰳ޿ߚ߶

ᝄᣇะߪ㧘⹜㛎૕㐳ᚻᣇะ㧝ᣇะࠍਥߣߒ㧘᳓ᐔ㧞ߙࠍ㧘ᩇ߶ߙⓣߦᏅߒㄟࠎߛන⚐ߥㅢߒ߶ߙߦࠃߞ

ᣇะ౉ജ߽ⴕߞߚ‫ߚ߹ޕ‬㧘ᩇ㧙㗡⽾⹜㛎૕ߦࠃࠆᝄ

ߡធวߒߚ‫ޕ‬ౝᴺ⽾ߪ⋧ᰳ߈ߢធวߒ㧘⹜㛎૕㐳ᚻേบታ㛎ߢߪ㧘⹜㛎૕㐳ᚻ㧝ᣇะߩߺߩᱜᒏᵄടᝄ

⍴ᚻਔᣇะ߆ࠄᬥࠍᛂߜㄟࠎߢ࿕ቯߒߚ‫ޕ‬㗡⽾ߪᩇታ㛎ࠍⴕߞߚ‫ߚ޿↪ޕ‬ᱜᒏᵄߩථ⿧ᝄേᢙߪ㧘੐೨㗡ㇱߦ⋧ᰳ߈ߢធวߒ㧘਄߆ࠄ⚵‛ࠍタߖߡ࿕ቯߒ

ߩࠬࠗ࡯ࡊᵄടᝄታ㛎ߢᓧࠄࠇߚ⹜㛎૕ߩᜬߟ࿕᦭

ߚ‫ޕ‬ᩇ㗡ㇱߩ⚵‛ߪ㧘⢀ᧁࠍචሼߦ⚵ࠎߢᨒ⢀ᧁߣᝄേᢙㄭறߣߒ㧘ᝄേ⁁ᴫߦᔕߓߡᦨᄢടㅦᐲᝄ᏷

ߒ㧘ߘߩ਄ߦ᢯ࠍ⟎޿ߚ಴ਃ᢯ᒻᑼߣߒ㧘ធวߦ㊉ࠍᓢ‫ߦޘ‬਄ߍߟߟ㧘➅ࠅ㄰ߒߡታ㛎ࠍⴕߞߚ‫߅ߥޕ‬㧘ࠍ৻ಾ૶ࠊߥ޿࠳ࡏធวߦࠃࠅ㗡⽾ߩ਄ߦ⸳⟎ߒߚ‫ޕ‬ᧄႎߢߪ㧘ᮡḰ⹜㛎૕ࠍ↪޿ߚEl Centro NS㧘JMAߘߒߡ㧘⚵‛਄ߦᩴ᪞ࠍ⸳⟎ߒ㧘ߘߩ਄ㇱߦደᩮ⩄

Kobe NS㐳ᚻ㧝ᣇะ౉ജ෸߮ᩇ㧙㗡⽾⹜㛎૕ࠍ↪޿㊀ ߦ ⋧ ᒰߔ ࠆ ࠦ ࡦ ࠢ ࡝࡯ ࠻ ⵾ ᧼ ⁁ ߩ㊀ ࠅ ⚂ 54.8kNߚᱜᒏᵄ㐳ᚻ㧝ᣇะ౉ജߦࠃࠆታ㛎⚿ᨐࠍਛᔃߦ␜

㧔5.59ton㧕ࠍ㧞ᨎ⸳⟎ߒߚ‫ߩߘޕ‬㓙㧘㊀ࠅ⥄૕߇ᣂߔ‫ޕ‬ߚߥᝄേ♽ࠍ᭴ᚑߒߥ޿ࠃ߁ߦ㧘ࡏ࡞࠻ߢᩴ᪞ߦ࿕
ቯߒߚ‫ߩࠇߓߨઁߩߘޕ‬ᓇ㗀ࠍዋߥߊߒ㧘ᐔ㕙⊛ߥ 㕒⊛᳓ᐔജタ⩄ታ㛎᭎ⷐ೰ᕈࠍ਄ߍࠆߚ߼ߦ㧘⿷࿕߼㧘㗡⽾㧘ᩴ᪞ߩฦ࡟ࡌ ᧄ㕒⊛᳓ᐔജタ⩄ታ㛎ߪ㧘ᩇ௑ᢳᓳరജ․ᕈߩ᛽

࡞ߢ྾㓈ߦἫᛂࠍขઃߌ㧘ࡏ࡞࠻ߢ࿕ቯߒߚ‫⹜ޕ‬㛎಴ࠍ⋡⊛ߣߒߡ㧘࿑4ߦ␜ߔࠃ߁ߦゲ⚵ㇱಽ߇ᩇ㧙㗡૕ߩ✚㊀㊂ߪ㧔㊀ࠅߥߒ㧕㧘28.6kN㧔2.92ton㧕ߢ޽⽾ߩߺߢ᭴ᚑߐࠇࠆᩇ㧙㗡⽾⹜㛎૕ࠍ↪޿ߡታ㛎ࠍߞߚ‫ޕ‬࿑2ߦฦᮮ᨞᧚ߩ઀ญ⹦⚦࿑ࠍ㧘࿑3ߦ⚵‛ߩⴕߞߚ‫ޕ‬࿑5ߦ㕒⊛᳓ᐔജタ⩄ታ㛎᭎ⷐࠍ␜ߔ‫ᧄޕ‬㕒⹦⚦࿑ࠍߘࠇߙࠇ␜ߔ‫ޕ‬⊛ታ㛎ߢߪ㧘㧞ᨎߩࠦࡦࠢ࡝࡯࠻⵾᧼⁁㊀ࠅߦ࡝ࡉ ߹ߚ㧘ᩇ௑ᢳᓳరജ․ᕈࠍ᛽಴ߔࠆߎߣࠍ⋡⊛ߣߢ⵬ᒝߒߚḴᒻ㍑ࠍᷰߒ㧘ߘߩਛᄩㇱߦࠕࠢ࠴ࡘࠛ

ߒߡ㧘ᮡḰ⹜㛎૕߆ࠄౝᴺ⽾㧘㐳ᚻᣇะ⿷࿕߼㧘⿷࡯࠲࡯ߢടജߒߚ‫ߚ߹ޕ‬㧘ടജߦኻߒߡ㧘⹜㛎૕ᄖ࿕߼Ἣᛂࠍ㒰޿ߚᩇ㧙㗡⽾⹜㛎૕ࠍ↪޿ߚᝄേบታ

๟ߦ⸳⟎ߐࠇߚ㋕㛽⵾ߩ቟ోࡈ࡟࡯ࡓࠍ෻ജࡈ࡟࡯

㛎߅ࠃ߮㕒⊛᳓ᐔജタ⩄ታ㛎߽૬ߖߡታᣉߒߚ‫ߥޕ‬ࡓߣߒߡ↪޿ࠆߎߣߦࠃߞߡ෻ജࠍᓧߚ‫ޕ‬߅㧘ᩇ㧙㗡⽾⹜㛎૕ߪ㧘ߨߓࠇߩᓇ㗀߆ࠄ⹜㛎૕ߩୟუߩᕟࠇ߇޽ߞߚߚ߼㧘⍴ᚻᣇะߩ⿷࿕߼ߪᱷߒ

 ⸘᷹᭎ⷐ

ߡታ㛎ࠍⴕߞߚ‫ޕ‬࿑4ߦᩇ㧙㗡⽾⹜㛎૕ߩ⹜㛎૕࿑ࠍ ࿑6ߦ㧘ᧄታ㛎ߦ߅ߌࠆ⸘᷹᭎ⷐ࿑ࠍ␜ߔ‫⹜ޕ‬㛎૕␜ߔ‫ޕ‬ฦㇱߩᄌ૏⸘᷹ߦߟ޿ߡߪ㧘࡟࡯ࠩ࡯ᄌ૏⸘߅ࠃ߮
Block ofbracketcomplex

To-Kyou(Bracket complex)

PC weight

436

Girder(116327)

Doublenotchedjoint

Mid-wall tie beam(126155)

Doublenotchedjoint

Column(Ǿ308)

3550

Head tie
beam
Wood
Wedge
Mid-walltie beam

1150

Waist tie beam(142200)
Basestone(405405)

200

4237

5000

Head tie beam(114181)

1000

3750
Y1

1000
Y2

1000

2250
X1

1000

Tenon
joint

X2

Waist tie
beam

Fig. 2 Details of
Fig. 1 Wooden frame of basic specimen (unit:mm)－ 119 －

column-beam joints

To-Kyou(Bracket complex)

PC weight

436

Girder(116327)

Column(Ǿ308)

3550

Waist tie beam(142200)

1150

5000

4237

Head tie beam(114181)200

Basestone(405405)

1000

3750
Y1

Fig. 3 Details ofbracket complex

Y2

1000

2250
X1

1000
X2

Fig. 4 Wooden frame of simple frame (column-head tie beam) specimen (unit:mm)

Actuator
Loadcell
Safety frame

Reaction andsafety frame

Safety frame

Positive directionof loading

1000

Displacement sensor and transducer
Accelerometer on specimen frame
Accelerometer on shaking table and PC panel

Fig. 5 Static lateral loading

Strain gauge
LoadcellFig. 6 Allocation of instruments and sensors

tests of traditional woodenࡢࠗࡗ࡯ᄌ૏⸘ࠍ↪޿ߡ⸘᷹ߒߚ‫ޕ‬ਥߥ⸘᷹ߪ㧘ᩇߡ฽᳓₸෸߮േ⊛ࡗࡦࠣଥᢙ㧘ᦛߍࡗࡦࠣଥᢙߩ⸘

㗡ㇱ߅ࠃ߮ᩇ⣉ㇱߩ᳓ᐔᄌ૏ߣߒ㧘ਔ⠪ߩᏅࠍᩇ㜞᷹ࠍⴕߞߚ‫ޕ‬฽᳓₸ߪ㜞๟ᵄኈ㊂฽᳓₸⸘㧔㧔ᩣ㧕ߐߢ㒰ߒߡጀ㑆ᄌᒻⷺࠍㄭૃ⊛ߦ▚಴ߒߚ‫⹜ޕ‬㛎૕ࠤ࠶࠻⑼ቇ⎇ⓥᚲ⵾㧦HM-520㧕ࠍ㧘േ⊛ࡗࡦࠣଥᢙ

ฦㇱߩടㅦᐲ⸘᷹ߦߟ޿ߡߪ㧘ඨዉ૕ဳዊဳടㅦᐲ

ߪࡂࡦ࠼ࡋ࡞࠼FFTࠕ࠽࡜ࠗࠩ࡯㧔㧔ᩣ㧕ዊ㊁ེ᷹⵾㧦⸘ࠍ↪޿ߡ㧘⹜㛎૕㗂ㇱ㊀ࠅ਄㧘ᩇ㗡ㇱ㧘ᝄേบ਄

CF-1200㧕ࠍ૶↪ߒߡ⸘᷹ߒߚ‫ࠣࡦࡗߍᦛޕ‬ଥᢙߪ㧘ߢ⸘᷹ߒߚ‫ޕ‬ᮮ᨞᧚ߦ߅ߌࠆᦛߍࡕ࡯ࡔࡦ࠻⸘᷹ߦ

㧟╬ಽὐ㧠ὐᦛߍ⹜㛎ࠍⴕ޿⸘᷹ߒߚ‫⴫ޕ‬1ߦฦㇱ᧚ߟ޿ߡߪ㧘߭ߕߺࠥ࡯ࠫࠍ૶↪ߒߚ‫ޕ‬ᮮ᨞᧚ߩਔ┵ߩᐔဋ୯ࠍߣߞߚ⸘᷹⚿ᨐࠍ␜ߔ‫ޕ‬ߦ߅޿ߡ⸘᷹ߒߚ߭ߕߺߦฦᮮ᨞᧚ߩᢿ㕙ଥᢙZߣ
ࡗࡦࠣଥᢙEࠍਸ਼ߓߡ▚಴ߒ㧘࿑7ߦ␜ߔࠃ߁ߦ㧘ᩇ ታ㛎⚿ᨐ⴫㕙૏⟎ߦ⵬ᱜߒߚ‫ޕ‬ᩇߣᮮ᨞᧚ߩធวㇱ࿁ォⷺߦߟ޿ߡߪ㧘࿑8ߦ␜ߔࠃ߁ߦ㧘ᮮ᨞᧚ߩ਄ਅ㕙ߦขࠅᧄ┨ߢߪ㧘ᝄേบታ㛎෸߮㕒⊛᳓ᐔജタ⩄ታ㛎⚿ઃߌߚ᠁േᑼᄌ૏⸘߆ࠄᓧࠄࠇߚᄌ૏ࠍ↪޿ߡ㧘ᐞᨐࠃࠅ㧘߹ߕ⹜㛎૕ߩᓳరജ․ᕈࠍ᣿ࠄ߆ߦߔࠆ㧔㋈

૗ቇ⊛㑐ଥࠃࠅㄭૃ⊛ߦ᳞߼ߚ‫ઁߩߘޕ‬㧘ᩇゲജࠍᧁࠄ㧔2003㧕㧕‫ߚ߹ޕ‬㧘ᩇ㧙ᮮ᨞᧚ធวㇱߩᦛߍࡕ⸘᷹ߔࠆߚ߼ߦ㧘ࡠ࡯࠼࠮࡞ࠍ␆⍹ਅߦ⸳⟎ߒߚ‫ޕ‬࡯ࡔࡦ࠻ᛶ᛫㧔೨㊁ࠄ㧔2006㧕㧕෸߮ᩇ㗡ㇱ࡮ᩇ⣉ㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ࠍ᣿ࠄ߆ߦߒ㧘ᩇߦ↢ߓࠆ ㇱ᧚ߩ᧚ᢱ․ᕈ

ജߩ㊒ว㑐ଥࠍ᣿ࠄ߆ߦߒߡ㧘⹜㛎૕ߩᓳరജ․ᕈ ታ㛎⚳ੌᓟߦ㧘⹜㛎૕ࠍ⸃૕ߒ㧘੩ㇺᄢቇ↢ሽ࿤ߦነਈߔࠆᩇ㧙ᮮ᨞᧚ߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ߣᩇ௑

⎇ⓥᚲ㧔ᣥᧁ⾰⑼ቇ⎇ⓥᚲ㧕ᧁ⾰᧚ᢱታ㛎᫟ߦ߅޿

ᢳᓳరജ․ᕈߦߟ޿ߡᬌ⸽ߔࠆ㧔೨㊁ࠄ㧔2007b㧕㧕‫ޕ‬

－ 120 －

l䊶䊶Strain gauge

H1  H 2

ŠÑ
Beam
’Œ
ColumnStrain gauge䊶䊶Straingauge

?M

2M
EZ
H1  H 2
EZ2

Bending moment at measuring point of strain gauge
Revised bending moment at the face of column

Fig. 7 Measurement of strain near column-beam joint and method of calculating bending moment at the joint
Table 1 Properties of column and beams

b
䊶

b
ŠÑ
Beam
’Œ
Columna

Water
content [%]Dynamic
Young'smodulus[kN/mm2]

Young'smodulusin bending[kN/mm2]

13.7
10.0
9.2
9.9
11.2

6.43
10.32
10.64
11.12
12.71

6.85
7.75
9.12
10.52
10.71

bcosq

a

2

䊶L
L- L

a  bsin T  (b cos T) 2
2

L

2

a b

L  'L

ColumnGirderHead tie beam
Mid-wall tie beam
Waist tie beam

2absin T 2L'L  'L2
L1? sin T
'L 
'L2
ab
2ab

L
Displacement transducer

22

Fig. 8 Measurement of displacement near column-beam joint andmethod of calculating rotation at the joint
15

82

Restoring force [kN]

Restoring force [kN]

10

El Centro NS 250cm/s
Skeleton curve

5
0
-5

4

0
Static lateral loading test :Target max. deformation
r140mmShaking table test :-4Standard specimen
El Centro NS

-10
-15
-1/40

Result of static lateral loading test
Result of shaking table test

-1/80

0

1/80

-8
-1/25

1/40

Deformation angle [rad]Sin wave 0.60Hz 35cm/s2
-1/50

0

1/50

1/25

Deformation angle [rad]Fig. 9 Total restoring force of basic specimen

Fig. 10 Comparison between hysteretic restoring forcein X-direction under El Centro NS

under shaking table test and static lateral loading test
(simple frame specimen)⹜㛎૕ߩᓳరജ․ᕈ ᧄ▵ߢߪ㧘ᝄേบታ㛎෸߮㕒⊛᳓ᐔജタ⩄ታ㛎⚿ဳᓳరജ․ᕈࠍ␜ߒߡ޿ࠆߎߣ߇᣿ࠄ߆ߣߥߞߚ‫ޕ‬ᨐࠃࠅ㧘⹜㛎૕ߩᓳరജ․ᕈࠍ᣿ࠄ߆ߦߔࠆ‫ߎߎޕ‬ߢ㧘ጀߖࠎᢿജߪ⹜㛎૕ߩᔕ╵ടㅦᐲߦ⹜㛎૕਄ඨ ᝄേบታ㛎⚿ᨐߣ㕒⊛᳓ᐔജタ⩄ታ㛎⚿ᨐߩᲧセ

ಽߩ㊀㊂ࠍਸ਼ߓ㧘ጀ㑆ᄌᒻⷺߪᩇ㗡ㇱߣᩇ⣉ㇱߩ᳓ ߎߎߢ㧘⹜㛎૕ߩᓳరജ․ᕈߦߟ޿ߡ㧘ᩇ㧙㗡⽾ᐔᄌ૏ߩᏅࠍᩇ㜞ߐߢ㒰ߒߡㄭૃ⊛ߦ▚಴ߒߚ‫ ޕ‬⹜㛎૕ߩᝄേบታ㛎෸߮㕒⊛᳓ᐔജタ⩄ታ㛎⚿ᨐߩᲧセࠍⴕ߁‫ޕ‬࿑10ߦ㧘ᩇ㧙㗡⽾⹜㛎૕ߦ߅ߌࠆᝄേ  ᝄേบታ㛎ߦࠃࠆ⹜㛎૕ߩᓳరജ․ᕈ

บታ㛎㧦ᱜᒏᵄ0.60Hz 35Gal౉ജᤨ෸߮⹜㛎૕ߩ⋡ᮡ ࿑9ߦ㧘ᮡḰ⹜㛎૕ࠍ૶↪ߒߚᝄേบታ㛎ࠃࠅ㧘ᦨ㗂ㇱᄌ૏ࠍr140mmߦ೙ᓮߒߚ㕒⊛᳓ᐔജタ⩄ታ㛎ᄢടㅦᐲᝄ᏷ࠍ250Galߦ⺞ᢛߒߚEl Centro NSᵄ㧔એ㧔એᓟ㧘㕒⊛ታ㛎㧦⋡ᮡ㗂ㇱᄌ૏㊂r140mmടജᤨᓟEl Centro NS 250Galߩࠃ߁ߦ⸥ߔ㧕౉ജᤨߦ߅ߌࠆ

ߩࠃ߁ߦ⸥ߔ㧕ߦ߅ߌࠆ⹜㛎૕ߩᓳరജ․ᕈࠍ␜ߔ‫ޕ‬⹜㛎 ૕ 㐳ᚻ ᣇะߩᓳరജ․ᕈ෸߮৻ㅪߩ El Centroߥ߅㧘㕒⊛᳓ᐔജタ⩄ታ㛎ߦࠃࠆ⹜㛎૕ߩጀߖࠎᢿ

NSᵄ౉ജߦ߅ߌࠆ⹜㛎૕㐳ᚻᣇะߩᓳరജ․ᕈߩ൮

ജߪ㧘⹜㛎૕㗂ㇱߩࠦࡦࠢ࡝࡯࠻⵾᧼⁁㊀ࠅਛᄩㇱ⛊ᦛ✢ࠍߘࠇߙࠇ␜ߔ‫ޕ‬࿑9ࠃࠅ㧘ᮡḰ⹜㛎૕ߩᓳరࠍടജߒߚࠕࠢ࠴ࡘࠛ࡯࠲࡯ߩవ┵ߦขࠅઃߌߚ㧘

ജ․ᕈߪጁᱧ࡞࡯ࡊࠍឬ޿ߡ߅ࠅ㧘᭎ߨࡃࠗ࡝࠾ࠕ

ࡠ࡯࠼࠮࡞ߩ⸘᷹୯ࠍ૶↪ߒߚ‫ޕ‬࿑10ࠃࠅ㧘ᝄേบ－ 121 －

ታ㛎⚿ᨐߣ㕒⊛᳓ᐔജタ⩄ታ㛎⚿ᨐߪ᭎ߨ৻⥌ߒߡ߁ߎߣߢචಽߥᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ࠍ⛽ᜬߢ߈ࠆߎ

޿ࠆߣ޿߃ࠆ‫ޕ‬ߣߦട߃㧘ᬥ࿕ቯߦࠃࠆ᜔᧤ߩലᨐ߇චಽߦ޽ࠆߎ
ߣࠍ␜ߒߡ޿ࠆ‫ߥ߁ࠃߩߎޕ‬௑ะߪ㧘ߘߩઁߩᩇ㧙 ᩇ㧙ᮮ᨞᧚ធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫

ౝᴺ⽾ធวㇱߦ߅޿ߡ߽ห᭽ߦ⷗ࠄࠇߚ‫ޕ‬ ᧄ▵ߢߪ㧘ᝄേบታ㛎෸߮㕒⊛᳓ᐔജタ⩄ታ㛎⚿ᨐࠃࠅ㧘ᩇ㧙㗡⽾㧘ౝᴺ⽾㧘⿷࿕߼ฦធวㇱߩᦛߍ  ᩇ㧙⿷࿕߼ធวㇱࡕ࡯ࡔࡦ࠻㧙࿁ォⷺ㑐ଥ㧔એᓟ㧹㧙ǰ㑐ଥߣߔࠆ㧕 ࿑13ߦ㧘ᮡḰ⹜㛎૕ࠍ૶↪ߒߚᝄേบታ㛎ࠃࠅ㧘ࠍ᣿ࠄ߆ߦߔࠆ‫߅ߥޕ‬㧘ฦធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻El Centro NS 250Gal౉ജᤨߦ߅ߌࠆᩇ㧙⿷࿕߼ធว

෸߮ធวㇱ࿁ォⷺߪ㧘࿑7෸߮࿑8ߦ␜ߔ▚಴ᣇᴺࠍㇱߩ㧹㧙ǰ㑐ଥ࿑ߣ㧘৻ㅪߩEl Centro NSᵄ౉ജᤨߦ

↪޿ߚ‫ߚ߹ޕ‬㧘ᦛߍࡕ࡯ࡔࡦ࠻▚಴ߦ૶↪ߒߚࡗࡦ߅ߌࠆᩇ㧙⿷࿕߼ធวㇱߩ㧹㧙ǰ㑐ଥߩ൮⛊ᦛ✢ࠍࠣଥᢙߪ㧘㧞┨ߦ␜ߔ᧚ᢱታ㛎ߦࠃߞߡ⸘᷹ߐࠇߚ

ߘࠇߙࠇ␜ߔ‫ޕ‬࿑13ࠃࠅ㧘ߘߩઁߩᮮ᨞᧚ߣᲧߴߡ

2

ᦛߍ ࡗ ࡦࠣ ଥ ᢙࠍ ↪ ޿㧘 㗡 ⽾ 9.12kN/mm 㧘 ౝ ᴺ ⽾ࠬ࡝࠶ࡊဳߩጁᱧ․ᕈ߇ࠃࠅ㗼⪺ߦ⷗ࠄࠇߚ‫ࠇߎޕ‬

10.52kN/mm2㧘⿷࿕߼10.71kN/mm2ߣߒߚ‫ޕ‬ߪ㧘⿷࿕߼઀ญ߇න⚐ߥㅢߒ߶ߙߢធวߒߡ߅ࠅ㧘⋧ᰳ߈ធวߩᮮ᨞᧚ߩࠃ߁ߦ⋥੤ߔࠆᮮ᨞᧚ߣߪི  ᩇ㧙㗡⽾ធวㇱߺวߞߡ޿ߥ޿ߚ߼ߦടᝄᲤߦ↢ߓࠆ㧘ᩇ߶ߙⓣ߆ ࿑11ߦ㧘ᮡḰ⹜㛎૕ࠍ૶↪ߒߚᝄേบታ㛎ࠃࠅ㧘ࠄ⿷࿕߼߶ߙ઀ญ߇ᓢ‫ߦޘ‬ᛮߌࠆ⃻⽎߇ᓇ㗀ߒߡ޿El Centro NS 250Gal౉ജᤨߦ߅ߌࠆᩇ㧙㗡⽾ធวㇱࠆ߽ߩߣ⠨߃ࠄࠇࠆ‫ޕ‬ታ㓙㧘ടᝄ⚳ੌᲤߩ⋡ⷞⷰኤߩ㧹㧙ǰ㑐ଥ࿑ߣ㧘৻ㅪߩEl Centro NSᵄ౉ജᤨߦ߅

ߢ㧘⿷࿕߼߇ᩇ߶ߙⓣ߆ࠄᓢ‫ߦޘ‬ᛮߌࠆ⁁ᴫ߇⏕⹺ߌࠆᩇ㧙㗡⽾ធวㇱߩ㧹㧙ǰ㑐ଥߩ൮⛊ᦛ✢ࠍߘࠇߐࠇߡ޿ࠆ‫ߥ߁ࠃߩߎޕ‬௑ะߪߘߩઁߩᩇ㧙⿷࿕߼ߙࠇ␜ߔ‫ޕ‬࿑11ࠃࠅ㧘ᩇ㧙㗡⽾ធวㇱߩ㧹㧙ǰ㑐ଥធวㇱߢ߽ห᭽ߦ⷗ࠄࠇߚ‫ޕ‬ߪጁᱧ࡞࡯ࡊࠍឬ޿ߡ޿ࠆ‫ߚ߹ޕ‬ᱜടജ஥ߢ⽶ടജセߒߡ᣿ࠄ߆ߥ㕖ኻ⒓ߩ࡞࡯ࡊᒻ⁁ࠍ␜ߒߡ޿ࠆ‫ޕ‬ ᝄേบታ㛎⚿ᨐߣ㕒⊛᳓ᐔജタ⩄ታ㛎⚿ᨐߩᲧセߎࠇߪ㧘࿑2ߦ␜ߔࠃ߁ߦ㧘㗡⽾਄ߦ࠳ࡏធวߦࠃࠅ ߎߎߢߪ㧘ᩇ㧙ᮮ᨞᧚ធวㇱߦ߅ߌࠆᦛߍࡕ࡯ࡔ⚵‛ࠍタߖߡ࿕ቯߒߚߚ߼㧘ᬥࠍ↪޿ߡ࿕ቯߒߚౝ

ࡦ࠻ᛶ᛫ߦߟ޿ߡ㧘ᩇ㧙㗡⽾⹜㛎૕ߩᝄേบታ㛎෸

ᴺ⽾ߣᲧߴߡ⚵‛ߩ᜔᧤߇ዊߐߊ㧘ടᝄᲤߦ⚵‛߇߮㕒⊛᳓ᐔജタ⩄ታ㛎⚿ᨐߩᲧセࠍⴕ߁‫ޕ‬࿑14ߦ㧘ᩇ㗡߆ࠄ⋧ኻ⊛ߦᶋ߈਄߇ࠆࠃ߁ߦ᜼േߔࠆߎߣ߇

ᩇ㧙㗡⽾⹜㛎૕ߦ߅ߌࠆᝄേบታ㛎㧦ᱜᒏᵄ0.60Hz⋡ⷞⷰኤߢ⏕⹺ߐࠇߡ޿ࠆ‫ߡߞࠃߦࠇߘޕ‬㧘㗡⽾ߢ

35Gal౉ജᤨ෸߮㕒⊛ታ㛎㧦⋡ᮡ㗂ㇱᄌ૏㊂r120mm

ߪ㧘⚵‛ᄢ᢯ᐩ㕙ߩ┵ㇱߣᩇ߶ߙⓣߢ߼ࠅㄟߺ߇↢ടജᤨߦ߅ߌࠆᩇ㧙㗡⽾ធวㇱߩ㧹㧙ǰ㑐ଥ࿑ࠍ␜ߓࠆߚ߼㧘ടᝄᣇะߦࠃߞߡ࿁ォਛᔃߩ⒖േ߇↢ߓ㧘ߔ‫ޕ‬࿑14ࠃࠅ㧘ᝄേบታ㛎ߢߩ࿁ォ೰ᕈ߇߿߿ૐਅ

㕖ኻ⒓ߥ࡞࡯ࡊᒻ⁁ߣߥࠆߣ⠨߃ࠄࠇࠆ‫߁ࠃߩߎޕ‬ߒߡ޿ࠆ߽ߩߩ㧘ᝄേบታ㛎ߣ㕒⊛᳓ᐔജタ⩄ታ㛎ߥ௑ะߪ㧘ߘߩઁߩᩇ㧙㗡⽾ធวㇱߢ߽ห᭽ߦ⷗ࠄߪᲧセ⊛⦟޿৻⥌ࠍ␜ߒߚ‫ޕ‬஥ࠃࠅ߽ૐ޿࿁ォ೰ᕈࠍ␜ߒ㧘ౝᴺ⽾㧘⿷࿕߼ߣᲧࠇߚ‫ޕ‬  ᩇ㧙ౝᴺ⽾ធวㇱ ᩇߦടࠊࠆജߩ㊒ว㑐ଥߣᩇ௑ᢳᓳరജ
․ᕈߩ᛽಴

 ࿑12ߦ㧘ᮡḰ⹜㛎૕ࠍ૶↪ߒߚᝄേบታ㛎ࠃࠅ㧘 ᧄ▵ߢߪ㧘߹ߕᩇ㗡ㇱ࡮ᩇ⣉ㇱߦ↢ߓࠆ߼ࠅㄟߺEl Centro NS 250Gal౉ജᤨߦ߅ߌࠆᩇ㧙ౝᴺ⽾ធวߦࠃࠆᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ߦߟ޿ߡ᣿ࠄ߆ߦߔࠆ‫ޕ‬ㇱߩ㧹㧙ǰ㑐ଥ࿑ߣ㧘৻ㅪߩEl Centro NSᵄ౉ജᤨߦ

ᰴߦ㧘ᩇ㗡ㇱ࡮ᩇ⣉ㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ߣ㧘೨߅ߌࠆᩇ㧙ౝᴺ⽾ធวㇱߩ㧹㧙ǰ㑐ଥߩ൮⛊ᦛ✢ࠍ▵ߢ␜ߒߚᩇ㧙ᮮ᨞᧚ធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫

ߘࠇߙࠇ␜ߔ‫ޕ‬࿑12ࠃࠅ㧘ᩇ㧙ౝᴺ⽾ធวㇱߩ㧹㧙ࠍ೑↪ߒߡ㧘ᩇߦടࠊࠆജߩ㊒ว㑐ଥࠍᬌ⸽ߒ㧘᨞ǰ㑐ଥߪ㕖ኻ⒓ߥጁᱧ࡞࡯ࡊࠍឬ޿ߡ޿ࠆ‫ࡊ࡯࡞ޕ‬᭴ో૕ߩᓳరജ․ᕈߣߩᲧセࠍⴕ߁‫ᦨޕ‬ᓟߦ㧘ᬌ⸽ᒻ⁁߇㕖ኻ⒓ߣߥߞߚߩߪ㧘ౝᴺ⽾ធวㇱ߇⋧ᰳ߈ߒߚജߩ㊒ว㑐ଥᑼࠍ↪޿ߡ㧘᨞᭴ో૕ߩᓳరജࠍ㧘ߢ޽ࠆߎߣ߆ࠄ㧘࿑2ߦ␜ߔࠃ߁ߦ઀ญㇱಽߩᢿ㕙߇⚵‛ࠍ฽߻ᩇߩ௑ᢳᓳరജߣᩇ㧙ᮮ᨞᧚ធวㇱߩᦛᲣ᧚ߦᲧߴߡዊߐߊ㧘ᩇゲ✢ߦኻߒߡᏀฝ㕖ኻ⒓ߢ

ߍࡕ࡯ࡔࡦ࠻ᛶ᛫ߦಽ⸃ߔࠆߎߣߢ㧘ᩇ௑ᢳᓳరജ

޽ࠆߚ߼ߣ⠨߃ࠄࠇࠆ‫ߚ߹ޕ‬㧘ౝᴺ⽾ߪߘߩઁߩᮮ

․ᕈࠍ᛽಴ߔࠆᣇᴺࠍឭ᩺ߒ㧘ᄢᄌᒻ࡟ࡌ࡞ߦ⥋ࠆ᨞᧚ߣᲧセߒߡ㧘ធวㇱ࿁ォⷺ߇1/40rad⒟ᐲߦ߅޿

߹ߢߩᩇ௑ᢳᓳరജ․ᕈߣᩇ㧙ᮮ᨞᧚ធวㇱߩᦛߍߡ߽㜞޿࿁ォ೰ᕈࠍ᦭ߒߡ޿ࠆ‫ߪࠇߎޕ‬㧘ౝᴺ⽾߇ࡕ࡯ࡔࡦ࠻ᛶ᛫ߩലᨐߦߟ޿ߡᬌ⸽ߔࠆ‫ޕ‬⋧ᰳ߈ߦࠃࠆធวᣇᴺߢ㧘⋥੤ߔࠆᮮ᨞᧚ߣིߺว

－ 122 －

6

6

4

2

El Centro NS 250cm/s
Skeleton curve

Bending moment [kN࡮m]

Bending moment [kN࡮m]

2

2
0
-2
Basic specimen
Head tie beam M-T
El Centro NS-4-6-1/30 -1/40 -1/60 -1/120

04

El Centro NS 250cm/s
Skeleton curve20-2Standard specimen
Mid-wall tie beam M-T
El Centro NS-4-6-1/30 -1/40 -1/60 -1/120

1/120 1/60 1/40 1/30

Rotation angle of beam [rad]01/120 1/60 1/40 1/30

Rotation angle of beam [rad]Fig. 11 Moment-rotation relationship at the joint ofFig. 12 Moment-rotation relationship at the joint ofcolumn-head tie beam of basic specimen incolumn-mid wall tie beam of basic specimen in

X-direction under El Centro NS

X-direction under El Centro NS

6

4

4

El Centro NS 250cm/s
Skeleton curve

Bending moment [kN࡮m]

Bending moment [kN࡮m]

2

2
0
-2
Basic specimen
Waist tie beam M-T
El Centro NS-4-6-1/30 -1/40 -1/60 -1/120

0

2

Static lateral loading test :Target max. deformation r120mm
Shaking table tests : Sin wave 0.60Hz 35cm/s

0-2
Result of static lateral loading test
Result of shaking table test
-4
-1/20

1/120 1/60 1/40 1/30

Rotation angle of beam [rad]

-1/30

-1/60
0
1/60
1/30
Rotation angle of beam [rad]1/20

Fig. 13 Moment-rotation relationship at the joint ofFig. 14 Comparison between moment-rotation

column-waist tie beam of basic specimen in

relationship at the joint of column-head tie beam

X-direction under El Centro NS

under shaking table test and static lateral loading test
(simple frame specimen)  ᩇ㗡ㇱ࡮ᩇ⣉ㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫

಴ߩ㓙ߦ↪޿ߚᱜ⽶㑐ଥߪ㧘࿑17ߦḰߓߡ▚಴ߒߚ ࿑15෸߮࿑16ߦ㧘ᮡḰ⹜㛎૕ࠍ૶↪ߒߚᝄേบታ

ߚ߼㧘ᩇ㗡ㇱߢߪ㧘ᩇߩ௑ᢳࠍᛥ߃ࠃ߁ߣߔࠆᣇะ

㛎ࠃࠅ㧘El Centro NS 250Gal౉ജᤨߦ߅ߌࠆ㧘ᩇ㗡ㇱߦᦛߍࡕ࡯ࡔࡦ࠻߇↢ߓߡ޿ࠆߎߣ߇␜ߐࠇߚ‫߹ޕ‬෸߮ᩇ⣉ㇱߩ㧹㧙ǰ㑐ଥࠍ␜ߔ‫߅ߥޕ‬㧘ᩇ㗡ㇱ෸߮

ߚ࿑16෸߮࿑17ࠃࠅ㧘ᩇ⣉ㇱߦ߅޿ߡ߽ᩇߩ௑ᢳࠍ

ᩇ⣉ㇱߩᦛߍࡕ࡯ࡔࡦ࠻ߪ㧘ᩇฦㇱߢ⸘᷹ߒߚ߭ߕ

ᛥ߃ࠃ߁ߣߔࠆᣇะߦᦛߍࡕ࡯ࡔࡦ࠻߇↢ߓߡ޿ࠆߺߦᩇߩࡗࡦࠣଥᢙEߣᢿ㕙ଥᢙZࠍਸ਼ߓߡ▚಴ߒߚߎߣ߇␜ߐࠇߚ‫ޕ‬ᦛߍࡕ࡯ࡔࡦ࠻ࠍ㧘ᩇ⸘᷹૏⟎㑆ߩᐞ૗ቇ⊛㑐ଥ߿ฦᮮ᨞᧚ធวㇱߦ߅ߌࠆ㊒ว᧦ઙࠍ೑↪ߒߡᩇ਄┵  ᩇߦടࠊࠆജߩ㊒ว㑐ଥ෸߮ᩇਅ┵ߦ⵬ᱜߒߚ୯ߣߒߚ‫ޕ‬࿁ォⷺߪ㧘ᩇ௑ᢳ ᧄታ㛎ߢߪ㧘ᩇ߿ᮮ᨞᧚ߩฦㇱߦ߅޿ߡ߭ߕߺ⸘

ⷺ㧔ᧄ⎇ⓥߢߪ㧘ጀ㑆ᄌᒻⷺߣห᭽ߩ▚಴ᣇᴺߣߒ

᷹ࠍⴕ޿㧘ᩇ㗡ㇱ㧘ᩇ⣉ㇱ㧘ฦᩇ㧙ᮮ᨞᧚ធวㇱߦߚ㧕ࠍ૶↪ߒߚ‫߅ߥޕ‬㧘ᦛߍࡕ࡯ࡔࡦ࠻▚಴ߦ૶↪

߅ߌࠆᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ࠍ᣿ࠄ߆ߦߒߚ‫ߢߎߎޕ‬ߒߚࡗࡦࠣଥᢙߪ㧘㧞┨ߦ␜ߔ᧚ᢱታ㛎ߦࠃࠅ⸘᷹

ߪ㧘࿑18ߦ␜ߔࠃ߁ߥᩇ㗡ㇱ㧘ᩇ⣉ㇱ෸߮ᩇ㧙ᮮ᨞ߐࠇߚᦛߍࡗࡦࠣଥᢙࠍ૶↪ߒ㧘6.85kN/mm2ߣߒߚ‫ޕ‬᧚ធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ߣ㧘᨞᭴ゲ⚵ㇱಽߩ ࿑15ࠃࠅ㧘ᩇ㗡ㇱ࡮ᩇ⣉ㇱߦ߅ߌࠆ㧹㧙ǰ㑐ଥߪᓳరജߣߩ㊒ว㑐ଥ

6M౒ߦጁᱧ࡞࡯ࡊࠍឬ޿ߡ޿ࠆ‫ߚ߹ޕ‬㧘ᩇ㗡ㇱߩ㧹㧙ǰ㑐ଥߪ⽶൨㈩ࠍ␜ߒߡ޿ࠆ߇㧘ᦛߍࡕ࡯ࡔࡦ࠻▚M tc  M bc  M hb  M mb  M wbߩᚑ┙นุߦߟ޿ߡᬌ⸽ࠍⴕ߁‫ߢߎߎޕ‬㧘－ 123 －

Ph

(1)

6

6
2

4

Bending moment [kN࡮m]

Bending moment [kN࡮m]

2

El Centro NS 250cm/s
Skeleton curve20-2
Basic specimen
Top of column M-T
El Centro NS-4-6-1/30 -1/40 -1/60 -1/120

04

El Centro NS 250cm/s
Skeleton curve20-2
Basic specimen
Bottom of column M-T
El Centro NS-4-6-1/30 -1/40 -1/60 -1/120

1/120 1/60 1/40 1/30

Inclination angle of column [rad]01/120 1/60 1/40 1/30

Inclination angle of column [rad]Fig. 15 Moment-rotation relationship at the top of

Fig. 16 Moment-rotation relationship at the bottom ofcolumn of basic specimen under El Centro NS

column of basic specimen under El Centro NS

Bending moment(Positive direction in calculation)

H1

Bending moment M1
against inclination ofcolumn(Compression)(Tension)

H2

T inclination angleof column)
ColumnHead tie beam
Embedment
ColumnBending moment(Positive direction in calculation)

Embedment

ColumnBase stone

Bending moment M2
against inclination ofT inclination angle of column) column

Fig. 17 Moment at the top and bottom of column
Mtc㧦ᩇ㗡㧙⚵‛ㇱߦടࠊࠆᦛߍࡕ࡯ࡔࡦ࠻ฦㇱ ᦛ ߍࡕ ࡯ ࡔࡦ ࠻ ߩട ▚ ߦࠃ ࠆ ട▚ ࡕ ࡯ࡔ ࡦ࠻

Mbc㧦␆⍹㧙ᩇ⣉ㇱߦടࠊࠆᦛߍࡕ࡯ࡔࡦ࠻

(Mtc + Mbc + Mhb + Mmb + Mlb)ߩᤨೞᱧߩᲧセࠍ␜ߔ‫ޕ‬ Mhb㧦ᩇ㧙㗡⽾ធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻

߹ߚ㧘ห᭽ߦᩇ㧙㗡⽾⹜㛎૕ࠍ߅ߌࠆᱜᒏᵄ0.60Hz

 Mmb㧦ᩇ㧙ౝᴺ⽾ធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻

35Gal౉ജᤨߦ߅ߌࠆᓳరജࡕ࡯ࡔࡦ࠻ߣട▚ࡕ࡯

Mlb㧦ᩇ㧙⿷࿕߼ធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻

ࡔࡦ࠻ߩᤨೞᱧߩᲧセࠍ࿑20ߦ␜ߔ‫ߚ߹ޕ‬㧘ᮡḰ⹜ߣߔࠆ‫ޕ‬ᩇ㗡㧙⚵‛ㇱߦടࠊࠆᦛߍࡕ࡯ࡔࡦ࠻ߪ㧘㛎૕ߩ৻ㅪߩEl Centro NSᵄ౉ജ෸߮ᩇ㧙㗡⽾⹜㛎▵ὐߩ㊒ว㑐ଥ߆ࠄ㧘ᩇ㗡ㇱߩᦛߍࡕ࡯ࡔࡦ࠻ߣ㧘૕ߩ৻ㅪߩᱜᒏᵄ౉ജߦ߅ߌࠆᓳరജࡕ࡯ࡔࡦ࠻ߣ

೨▵ߦ␜ߔᩇ㧙㗡⽾ធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻ࠍ೑↪

ട▚ࡕ࡯ࡔࡦ࠻ߩ൮⛊ᦛ✢ࠍ࿑21෸߮࿑22ߦߘࠇߙߒߡ᳞߼ߚ‫␆ޕ‬⍹㧙ᩇ⣉ㇱߦടࠊࠆᦛߍࡕ࡯ࡔࡦ࠻

ࠇ␜ߔ‫߅ߥޕ‬㧘ᮮゲߦߪ࿁ォⷺߣߒߡ㧘ゲ⚵ㇱಽߩߪ㧘ᩇ⣉ㇱߩᦛߍࡕ࡯ࡔࡦ࠻ࠍ೑↪ߒߚ‫ޕ‬ᩇ㧝ᧄಽጀ㑆ᄌᒻⷺࠍ↪޿ߚ‫ޕ‬ߩᓳరജࡕ࡯ࡔࡦ࠻Phߪ㧘⹜㛎૕ࠍ⚵‛ㇱಽߣᩇ㧙 ࿑19෸߮࿑20ࠃࠅ㧘⹜㛎૕࠺ࠖ࠹࡯࡞ߦ㑐ࠊࠄߕ㧘ᮮ᨞᧚ߢ᭴ᚑߔࠆゲ⚵ㇱಽߩ㧞⾰ὐ♽ߣߒ㧘ᩇ㗡ㇱᓳరജࡕ࡯ࡔࡦ࠻ߣട▚ࡕ࡯ࡔࡦ࠻ߩᤨೞᱧᵄᒻߪ

෸߮ᩴ᪞ㇱߢ⸘᷹ߒߚടㅦᐲߦ⾰ὐ㊀㊂ࠍਸ਼ߓߡ᳞

߶߷৻⥌ߒߚ‫ߩߎޕ‬௑ะߪ㧘JMA Kobe NSᵄߥߤߘ߼ߚゲ⚵ㇱಽߩᓳరജPࠍ㧘ᩇ㧝ᧄಽߦ឵▚ߒߡᩇ㜞ߩઁߩᝄേบታ㛎ߢ߽ห᭽ߦ⷗ࠄࠇߚ‫ߚ߹ޕ‬㧘࿑21ߐhࠍਸ਼ߓߡ᳞߼ߚ‫ޕ‬

෸߮࿑22ࠃࠅ㧘౉ജടㅦᐲᝄ᏷࡟ࡌ࡞ࠍ໧ࠊߕ㧘ᓳ ࿑19ߦ㧘ᮡḰ⹜㛎૕ࠍ૶↪ߒߚᝄേบታ㛎ࠃࠅ㧘రജࡕ࡯ࡔࡦ࠻ߣട▚ࡕ࡯ࡔࡦ࠻ߩ൮⛊ᦛ✢ߪ߶߷El Centro NS 250Gal౉ജᤨߦ߅ߌࠆ᨞᭴ゲ⚵ㇱಽߩ৻⥌ߒߚ‫ޕ‬એ਄ࠃࠅ㧘વ⛔ᧁㅧゲ⚵᨞᭴ߢߪ㧘᨞᭴ᓳరജ߆ࠄ᳞߼ߚᩇ㧝ᧄಽߩᓳరജࡕ࡯ࡔࡦ࠻Phߣߩᮮ᨞᧚᭴ᚑ߿౉ജടᝄᵄ㧘౉ജടㅦᐲᝄ᏷࡟ࡌ࡞

－ 124 －  ᩇ௑ᢳᓳరജ․ᕈߩ᛽಴ㇱᦛߍࡕ࡯ࡔࡦ࠻ߩട▚ߦࠃࠆട▚ࡕ࡯ࡔࡦ࠻(Mtc ᩇ௑ᢳᓳరജࠍᬌ⸽ߔࠆߩߦᔅⷐߥⷐ⚛ߢ޽ࠆ㧘+ Mbc + Mhb + Mmb + Mlb)ߪ㕖Ᏹߦ㜞޿⋧㑐ࠍ␜ߒߡᩇ㗡ㇱ߿ᩇ⣉ㇱߩᦛߍࡕ࡯ࡔࡦ࠻ߪ㧘ታ㓙ߩવ⛔ᧁ޿ࠆߎߣ߇㧘ታᄢ┙૕᨞᭴⹜㛎૕ࠍ૶↪ߒߚᝄേบ

ㅧᑪ▽‛ߦ߅޿ߡ߽㧘ᮮ᨞᧚ߥߤฦㇱ᧚߇ㄭធߒ㧘ታ㛎⚿ᨐߢ߽᣿ࠄ߆ߣߥߞߚ‫ޕ‬ⶄ㔀ߦធวߒߡ߅ࠅ㧘߭ߕߺࠥ࡯ࠫߥߤࠍ૶↪ߒߡᩇ௑ᢳᓳరജࠍ▚಴ߔࠆߎߣߪ࿎㔍ߢ޽ࠆߎߣ߇੍

Mtc

P

Mhb

Bending moment [kN㨯m]ߦ߆߆ࠊࠄߕ㧘ᩇ㧝ᧄಽߩᓳరജࡕ࡯ࡔࡦ࠻Phߣฦ

Moment calculated from lateral force at the top of column
Sum of bending moment acting on column

20

0

2

Basic specimen : El Centro NS 250cm/s

-20
0

10

20

Mmb

30

40

Time[sec]
Fig. 19 Time histories of moment calculated from the total restoring force and fromsummation of all bending moments of basic specimen under El Centro NS 250cm/s2

Mwb
Mbc

Bending moment [kN㨯m]hMoment calculated from lateral force at the top of column
Sum of bending moment acting on column

100Simple frame specimen : Sin wave 0.60Hz 35cm/s

-10
0

10

20

Fig. 18 Moment

40

Time[sec]

equilibrium ofFig. 20 Time histories of moment calculated from the total restoring force and fromcolumnsummation of all bending moments of simple frame specimen under Sin 0.60Hz 35cm/s2
8

18
12

Basic specimen
El Centro NS

60
Moment calculated fromlateral force at the topof column
Sum of bending moment
acting on column

-6
-12
-18
-1/40

-1/60

-1/1200
1/120
Deformation angle [rad]1/60

Simple frame specimen
Sin wave 0.60Hz

Bending moment [kN࡮m]

Bending moment [kN࡮m]

30

2

4

0

-4

Moment calculated fromlateral force at the topof column
Sum of bending moment
acting on column-8-1/30 -1/40 -1/60 -1/120 0 1/120 1/60 1/40 1/30
Deformation angle [rad]1/40

Fig. 21 Skeleton curves of bending moment

Fig. 22 Skeleton curves of bending moment

calculated from the total restoring force and from

calculated from the total restoring force and fromsummation of all bending moments of basic

summation of all bending moments of simple frame

specimen under El Centro NS

specimen under Sin 0.60Hz－ 125 －

ᗐߐࠇࠆ‫ߢߎߘޕ‬㧘ᩇߦടࠊࠆജߩ㊒ว㑐ଥࠃࠅ㧘ߢߩ௑ᢳᓳరജߦᲧߴߡᄌᒻᕈ⢻߇㜞ߊߥߞߡ޿ࠆ

ᮮ᨞᧚ߩ᭴ᚑ߇ࠃࠅන⚐ߥᩇ㧙㗡⽾⹜㛎૕ࠍ↪޿ߡ㧘ߎߣࠍ␜ໂߒߡ޿ࠆ‫ߚ߹ޕ‬㧘ᣢᓔߩ⎇ⓥߦ߅ߌࠆᦨ

⚵‛ࠍ฽߻ᩇߩ௑ᢳᓳరജ․ᕈࠍ᛽಴ߔࠆ‫ߢߎߎޕ‬㧘ᄢ௑ᢳᓳరജߪ೰૕઒ቯᤨߩ⚂0.75㨪0.85ၭߩᓳర⚵‛ࠍ฽߻ᩇߩ௑ᢳᓳరജߣߪ㧘(1)ᑼࠍ↪޿ࠆߎߣജࠍ᦭ߒߡ޿ࠆߦኻߒ㧘ᧄታ㛎ߦࠃࠆ⚵‛ࠍ฽߻ᩇߢ㧘᨞᭴ో૕ߩᓳరജࡕ࡯ࡔࡦ࠻߆ࠄ㧘ᩇ㧙㗡⽾⹜ߩ௑ᢳᓳరജߩᦨᄢ୯ߪ㧘ᣢᓔߩ⎇ⓥࠃࠅ߽ዊߐ޿

㛎૕ߩ໑৻ߩᮮ᨞᧚ⷐ⚛ߢ޽ࠆᩇ㧙㗡⽾ធวㇱߩᦛ୯ࠍ␜ߒߚ‫ߪࠇߎޕ‬㧘ᧄታ㛎ߦ૶↪ߒߚ⹜㛎૕߇ߔߍࡕ࡯ࡔࡦ࠻ᛶ᛫ࠍᷫߓߡ㧘⚵‛ㇱಽߣᩇ㗡ㇱ߿ᩇߢߦ3ᦼߦᷰߞߡታᣉߒߡ߅ࠅ㧘৻ㅪߩᝄേบታ㛎߿⣉ㇱߩᩇⷐ⚛ߦടࠊࠆᦛߍࡕ࡯ࡔࡦ࠻ࠍ▚಴ߒ㧘ᩇ㕒⊛᳓ᐔജタ⩄ታ㛎ࠍ⚻ߡ㧘ᩇ㗡ㇱ߿ᩇ⣉ㇱߦ߼ࠅ㜞ߐߦ⚵‛㜞ߐࠍട߃ߚ⹜㛎૕㜞ߐߢ㒰ߒߡᓳరജ

ㄟߺᄌᒻ߇ᱷ⇐ߒߚߚ߼ߣ⠨߃ࠄࠇࠆ‫ޕ‬ᩇ௑ᢳᓳర

ߦ឵▚ߒߚ߽ߩߣߔࠆ‫߅ߥޕ‬㧘ᧄ▵ߢߪ㧘1/15rad⒟ജߩᦨᄢ⠴ജߪ㧘⚻㛎ᄌᒻⷺߦࠃࠅ㧘ᣉᎿ⋥ᓟߩᦨᐲߩᄢᄌᒻ࡟ࡌ࡞߹ߢടജࠍⴕߞߚ㕒⊛᳓ᐔജタ⩄ᄢ⠴ജࠃࠅ߽ᓢ‫ߦޘ‬ૐਅߔࠆߎߣ߇ᜰ៰ߐࠇࠆ߇㧘ታ㛎ߦࠃࠆ⚿ᨐࠍ␜ߔ߽ߩߣߔࠆ‫ޕ‬ᧄታ㛎ࠃࠅ㧘᨞᭴ో૕ߩᓳరജ߆ࠄᩇ㧙ᮮ᨞᧚ធว

 ࿑23ߦ㧘ᩇ㧙㗡⽾⹜㛎૕ߦ߅ߌࠆ㕒⊛ታ㛎㧦⋡ᮡㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ࠍᷫߕࠆߎߣߢ㧘⚵‛ߩጁ㗂ㇱᄌ૏㊂㧗300mmടജᤨߩ⹜㛎૕ߩᓳరജ․ᕈߣ

ᱧ․ᕈࠍ฽ࠎߛᒻߢߩᩇ௑ᢳᓳరജࠍផ᷹ߢ߈ࠆߎ

⚵‛ࠍ฽߻ᩇߩ௑ᢳᓳరജ․ᕈࠍ␜ߔ‫ߚ߹ޕ‬㧘ᩇ㧙ߣࠍ␜ߒߚ‫ޕ‬㗡⽾⹜㛎૕ߦ߅ߌࠆ৻ㅪߩ㕒⊛᳓ᐔജタ⩄ታ㛎⚿ᨐ ߹ߚ㧘ጀ㑆ᄌᒻⷺ1/15radࠍ⿥߃ࠆᄌᒻ࡟ࡌ࡞ߢߪ㧘ࠃࠅ㧘⹜㛎૕ߩᓳరജ․ᕈ෸߮⚵‛ࠍ฽߻ᩇߩ௑ᢳ

⚵‛ࠍ฽߻ᩇߩ௑ᢳᓳరജ߇⽶ߩ୯ࠍ␜ߒߡ޿ࠆ‫ޕ‬

ᓳరജ․ᕈߩ൮⛊ᦛ✢ࠍ␜ߔ‫ޕ‬หᤨߦ㧘ᣢᓔߩ⎇ⓥ

ߎࠇߪ㧘ᣢᓔߩ⎇ⓥߢߪォୟ㒢⇇ߣߐࠇߡ߈ߚᄌᒻ

㧔Kawai㧔1996㧕㧧ᢥൻᐡ㧔2001㧕㧕ߦࠃࠅㄭૃ⊛ߦ㗔ၞߢ޽ࠆ߇㧘ᧄታ㛎ߢߪ⹜㛎૕ߪォୟߖߕ㧘߹ߚ▚಴ߐࠇߚᩇ௑ᢳᓳరജ߽࿑24ߦ␜ߔ‫ߢߎߎޕ‬㧘ᣢ᨞᭴ో૕ߩᓳరജ߽ᕆỗߦૐਅߔࠆ௑ะߪ⷗ࠄࠇߥ

ᓔᑼߦ૶↪ߒߚᩇ᏷ߪ㧘ᣢᓔߩ⎇ⓥࠍෳ⠨ߦ㧘ᧄ⹜޿‫ޕ‬ᩇ㧙㗡⽾⹜㛎૕ࠍ᭴ᚑߔࠆ໑৻ߩᮮ᨞᧚ߢ޽ࠆ

㛎૕ߩᩇ⋥ᓘ308mmߣ㧘⚵‛ᄢ᢯ᐩ᏷173mmߩᐔဋ㗡⽾ߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ߦࠃߞߡ㧘ᩇ௑ᢳᓳరജ

୯240.5mmߣߒߚ‫߅ߥޕ‬㧘࿑23෸߮࿑24ߦ߅ߌࠆᓳ

․ᕈߩലᨐ߇ᦼᓙߢ߈ߥ޿ᄢᄌᒻ࡟ࡌ࡞ߦ߅޿ߡ߽㧘రജߪ㧘᨞᭴ో૕ߩᓳరജࠍᩇᢙߢ╬ಽߒ㧘ᩇ㧝ᧄචಽߥ⠴ജࠍ଻ߟߎߣ߇␜ߐࠇߚ‫ޕ‬ಽߦ឵▚ߒߡ૶↪ߒߚ‫ޕ‬ ᭴ㅧജቇ․ᕈߩࡕ࠺࡞ൻߣ࿾㔡ᔕ╵⸃ᨆ ࿑23ࠃࠅ㧘⚵‛ࠍ฽߻ᩇߩ௑ᢳᓳరജ․ᕈߪጁᱧ
࡞࡯ࡊࠍឬ޿ߡ߅ࠅ㧘ടജᤨߣ㒰⩄ᤨߩ௑߈߇߶߷
╬ߒ޿‫ߪࠇߎޕ‬㧘ᩇ௑ᢳᓳరജߩᕈ⁁ߦ⚵‛ߩጁᱧ ᧄ┨ߢߪ㧘೨┨߹ߢߦ␜ߒߚ᭴ㅧജቇ․ᕈߦߟ޿

․ᕈ߇ടࠊߞߚߚ߼ߣ⠨߃ࠄࠇࠆ‫ޕ‬࿑24ࠃࠅ㧘ᣢᓔߡ㧘㕖✢ᒻᓳరജࡕ࠺࡞ߩឭ᩺ࠍⴕ߁㧔೨㊁㧔2007a㧕㧕‫ޕ‬ߩ⎇ⓥߦ߅޿ߡᩇ௑ᢳᓳరജ߇ᦨᄢ୯ࠍ⸥㍳ߔࠆᄌ߹ߚ㧘ឭ᩺ߒߚฦ᭴ㅧജቇ․ᕈߩ㕖✢ᒻᓳరജࡕ࠺

ᒻ࡟ࡌ࡞ߦᲧߴߡ㧘ᧄታ㛎ߦࠃࠆ⚵‛ࠍ฽߻ᩇߩ௑

࡞ࠍ↪޿ߡᐔ㕙㛽⚵ࡕ࠺࡞ࠍ૞ᚑߒ㧘࿾㔡ᔕ╵⸃ᨆᢳᓳరജߩᦨᄢ୯ߪᄢ߈ߥᄌᒻ࡟ࡌ࡞ߢ⸥㍳ߒߡ޿ࠍⴕߞߡ㧘ᧄࡕ࠺࡞ൻᚻᴺߩᅷᒰᕈࠍᬌ⸽ߔࠆ‫ޕ‬ࠆ‫ߪࠇߎޕ‬㧘⚵‛ߩጁᱧ․ᕈࠍ฽߻ߎߣߢ㧘ᩇන૕
2
Simple frame specimen
Static lateral loading test

2
Estimated restoring force due to column rocking
Total restoring force (for one column)

1.5
Restoring force [kN]

Restoring force [kN]

1.5
1
0.5
0

0

1/60

1/30
1/20
1/15
Deformation angle [rad]Total restoring force
Estimated fromstatic lateral loading test
Calculated on the assumptionthat column is a rigid body
Calculated by the equation of
Agency for Cultural Affairs
Calculated by the equation of KAWAI

0.5

0

Simple frame specimen
Static lateral loading test
Target max. deformation 300mm

-0.5

1

-0.5

1/12

0

1/60

1/30

1/20

1/15

Deformation angle [rad]Fig. 23 Total restoring force and restoring force

Fig. 24 Skeleton curves of total restoring force anddue to column rocking on the static test of simple

restoring force due to column rocking on the static test

frame specimenof simple frame specimen－ 126 －

1/12

 ඨ೰ធวㇱࠍ᦭ߔࠆߪࠅⷐ⚛ࡕ࠺࡞᷹ߒߚᦛߍࡕ࡯ࡔࡦ࠻୯෸߮ធวㇱ࿁ォⷺ୯ࠍ㧘ߘ ᧄ⸃ᨆߢߪ㧘࿑25ߦ␜ߔࠃ߁ߥ㧘ⷐ⚛ਔ┵ߦߖࠎࠇߙࠇන⚐ߦട▚ߒߡᐔဋൻߒߚ߽ߩࠍ࿑ൻߒߚ߽

ᢿࡃࡀ೰ᕈ㧘ᦛߍࡃࡀ೰ᕈࠍ᦭ߔࠆߪࠅⷐ⚛ࡕ࠺࡞ߩߣߔࠆ‫ޕ‬࿑26ࠃࠅ㧘ᩇ㧙㗡⽾ធวㇱߩᐔဋ㧹㧙ǰࠍ↪޿ࠆ‫ߪ⚛ⷐᧄޕ‬㧘ࡃࡀ೰ᕈࠍ0߆ࠄп߹ߢᛒ߃ࠆ

㑐ଥߪ㧘᭎ߨ࿑29ߦ␜ߔࠃ߁ߥࡃࠗ࡝࠾ࠕဳߩᓳర

ࠃ߁ߦ৻⥸⊛ߥቯᑼൻࠍⴕߞߡ߅ࠅ㧘޽ࠄࠁࠆធว

ജ․ᕈࠍ␜ߒߚ‫ߚ߹ޕ‬㧘࿑27෸߮࿑28ࠃࠅ㧘ᩇ㧙ౝㇱ೰ᕈࠍኈᤃߦ⸃ᨆߔࠆߎߣ߇ߢ߈ࠆ‫߅ߥޕ‬㧘ߎߩ

ᴺ⽾ធวㇱ෸߮⿷࿕߼ធวㇱߩᐔဋ㧹㧙ǰ㑐ଥߪ㧘ߪࠅⷐ⚛ࡕ࠺࡞ߪ㧘ᣢᓔߩ⸃ᨆ⊛⎇ⓥߣห᭽ߣߒߚ

㗡⽾ធวㇱߣᲧセߒߡ᣿⏕ߥ㧟ᰴ೰ᕈ߇⴫ࠇ㧘᭎ߨ㧔᧻ᧄ㧔2000㧕㧕‫ޕ‬

࿑30ߦ␜ߔࠃ߁ߥࡑ࡞࠴࡝࠾ࠕဳߩᓳరജ․ᕈࠍ␜
ߒߚ‫ޕ‬ ฦ᭴ㅧജቇ․ᕈߩࡕ࠺࡞ൻ  ᩇ㧙ᮮ᨞᧚ធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫
․ᕈ

 3.3▵ߢ㧘ᩇ㗡ㇱ෸߮ᩇ⣉ㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫

 3.2▵ߦ߽␜ߔࠃ߁ߦ㧘ታ㛎ߢᓧࠄࠇߚᩇ㧙ᮮ᨞᧚߇㧘ᩇ௑ᢳᓳరജߣኒធߦ㑐ଥߒߡ߅ࠅ㧘᨞᭴ో૕ធวㇱߩ㧹㧙ǰ㑐ଥߪ㧘㕖ኻ⒓ߥ࡞࡯ࡊᒻ⁁ࠍ␜ߒ

ߩᓳరജ․ᕈࠍฦᮮ᨞᧚ធวㇱߣᩇ㗡ㇱ࡮ᩇ⣉ㇱߩߡ߅ࠅ㧘ࡕ࠺࡞ൻߦߪⶄ㔀ߢ޽ࠆ‫ߢߎߘޕ‬㧘ᧄ⸃ᨆᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ߢ⴫⃻ߢ߈ࠆߎߣࠍ᣿ࠄ߆ߦߒ

ߢߪ⹜㛎૕ฦᮮ᨞᧚ធวㇱో㧠ࠞᚲߩ㧹㧙ǰ㑐ଥࠍߡ޿ࠆ‫ߡߞࠃޕ‬㧘ᧄ⸃ᨆߢߪᩇ௑ᢳᓳరജ․ᕈࠍ㧘ᐔဋൻߒ㧘ࡕ࠺࡞ൻߔࠆᚻᴺࠍឭ᩺ߔࠆ‫ޕ‬ⷐ⚛਄ਅ┵ߦᦛߍࡃࡀࠍ᦭ߔࠆߪࠅⷐ⚛ࡕ࠺࡞ߢࡕ

 ࿑26㨪࿑28ߦ㧘El Centro NS 250Gal౉ജᤨߦ߅ߌࠆ

࠺࡞ൻߔࠆ‫ޕ‬ᩇ㧙㗡⽾㧘ౝᴺ⽾㧘⿷࿕߼ฦធวㇱߩᐔဋ㧹㧙ǰ㑐 ࿑31ߦ㧘El Centro NS 250Gal౉ജᤨߦ߅ߌࠆᩇ⣉ㇱଥ࿑ࠍ␜ߔ‫ߢߎߎޕ‬㧘ᐔဋ㧹㧙ǰ㑐ଥ࿑ߣߪ㧘㧠ᧄߩ㧹㧙ǰ㑐ଥ࿑ࠍ␜ߔ‫ޕ‬࿑31ࠃࠅ㧘ᩇ⣉ㇱߩ㧹㧙ǰᩇߩ┙૕ゲ⚵᨞᭴⹜㛎૕ߦ߅ߌࠆធวㇱ㧠ࠞᚲߢ⸘㑐ଥߪ᭎ߨ࿑32ߦ␜ߔࠃ߁ߥ㧘ᄌᒻ࡟ࡌ࡞߇ዊߐ޿  ᩇ௑ᢳᓳరജ․ᕈ

႐วߪࡃࠗ࡝࠾ࠕဳߩᓳరജ․ᕈࠍ␜ߔ߇㧘ᄌᒻ߇

Stiffness K i

Stiffness

Tzi

Tzq

Q

vp

vi

y

x

i

Stiffness

z

Tz p

Tzj
q

Ki

Stiffnesslᄢ߈ߊߥࠆߣߘߩ㒰⩄ᦛ✢߇㧟᛬✢ߣߥࠆᓳరജ․ᕈࠍ␜ߒߚ‫ޕ‬

vj

vq

Tzp

K Qj

K Tj z j  ⚵‛ߩᓳరജ․ᕈ
 ࿑33ߦ㧘El Centro NS 250Gal౉ജᤨߦ߅ߌࠆ⹜㛎૕⚵‛ㇱಽߩᓳరജ․ᕈࠍ␜ߔ‫ߢߎߎޕ‬㧘⚵‛ㇱಽߩ
ᓳరജ․ᕈߣߪ㧘⹜㛎૕ࠍᩇ㧙ᮮ᨞᧚ߢ᭴ᚑߐࠇࠆ
ㇱಽߣ⚵‛ㇱಽߩ㧞ጀ߆ࠄߥࠆߣ઒ቯߒ㧘ᩇ㗡ㇱ෸

Fig. 25 Element model of beam with rotational߮⹜㛎૕㗂ㇱߢ⸘᷹ߒߚᔕ╵ടㅦᐲߦߘߩ⾰ὐߦ⋧

spring and shear springᒰߔࠆㇱಽߩ㊀㊂ࠍਸ਼ߓߡ᳞߼ߚጀߖࠎᢿജࠍ❑ゲ

4

3
2
1

El Centro NS 250cm/s
Skeleton curve
K

2

K

1

0
-1
-2
-3
-1/40 -1/60 -1/120 0
1/120 1/60
Rotation angle of beam [rad]3

Bending moment [kN࡮m]

Bending moment [kN࡮m]

2

El Centro NS 250cm/s
Skeleton curve

2
1
0

2

K

3

K
K

2

1

-1
-2
-3
-4
-1/40 -1/60 -1/120 0
1/120 1/60
Rotation angle of beam [rad]

1/40

1/40

Fig. 26 Average of moment-rotation relationship at

Fig. 27 Average of moment-rotation relationship at

all the joint of column-head tie beam of basic

all the joint of column-mid wall tie beam of basic

specimen in X-direction under El Centro NS

specimen in X-direction under El Centro NS－ 127 －

ߦ㧘ᩇ㗡ㇱ෸߮ᩴߢ⸘᷹ߒߚ᳓ᐔᄌ૏ߩᏅࠍ㧘⚵‛ ࿾㔡ᔕ╵⸃ᨆ㜞ߐߢ㒰ߒߡᐞ૗ቇ⊛ߦ᳞߼ߚጀ㑆ᄌᒻⷺࠍᮮゲߦ ᧄ⸃ᨆߢߪ㧘ඨ೰ធวㇱࠍ᦭ߔࠆߪࠅⷐ⚛ߩ೰ᕈߣߞߡ࿑ൻߒߚ߽ߩߣߔࠆ‫ޕ‬࿑33ࠃࠅ㧘⚵‛ߩᓳరࡑ࠻࡝ࠢࠬ[K(t)]ࠍ↪޿ߡ㧘ᐔ㕙㛽⚵ో૕ߩㆇേᣇ⒟ജ․ᕈߪ᭎ߒߡࡃࠗ࡝࠾ࠕဳࠍ␜ߒߚ‫ޕ‬ᑼࠍᰴᑼߩࠃ߁ߦቯᑼൻߒߚ‫ޕ‬

3

M[kN࡮m]

Bending moment [kN࡮m]

2

2

El Centro NS 250cm/s
Skeleton curve
K

1

K2

2

K

1

K1

0

T[rad]Ty-1

K1=300K2=93.5-2-3-1/40 -1/60 -1/120 0
1/120 1/60
Rotation angle of beam [rad]Ty=0.002[rad]1/40

Fig. 28 Average of moment-rotation relationship at

Fig. 29 Hysteresis model of moment-rotation

all the joint of column-waist tie beam of basic

relationship at the joint of column-head tie beamspecimen in X-direction under El Centro NS

6<Mid-wall tie beam> M
K1=300 Ty1=0.001[rad]K2=120 Ty2=0.008[rad] K2
K3=187

Bending moment [kN࡮m]Ty1 K1
Ty1 Ta

Ty2

K3

K1

Ty2

Tb

T

{(K1K3)/(K1K2)}
TaTy1 (TbTy2)+Ty2Ty1<Waist tie beam>
K1=300 Ty1=0.001[rad]K2=40 Ty2=0.012[rad]K3=120

K

4

K

2

K

2
K
0

1

2

1

K

1

-2
-4

K

El Centro NS 250cm/s
Skeleton curve2-6-1/40 -1/60 -1/120 0
1/120 1/60
Inclination angle of column [rad]1/40

Fig. 30 Hysteresis model of moment-rotation

Fig. 31 Average of moment-rotation relationship at

relationship at the joint of column-mid wall tie

all the bottom of column of basic specimen inbeam and waist tie beam

X-direction under El Centro NS

Ty2 Ty1

15
K2

K1

Restoring force [kN]<Top of column>
D=0.20
M
K1=90
K2=30
Ty1=0.002[rad]K1
Ty2=0.012[rad]2TbDTy1
Ty2DTy1
Ty1 Ty2

Tb T<Bottom of column>
D=0.20K1=580K2=125
Ty1=0.005[rad]Ty2=0.065[rad]10

El Centro NS 250cm/s
Skeleton curve
K

2

2

5
K
0

1

-5

K1=1666-10

K2=833-15-1/80

Ty=0.0008[rad]-1/1600
1/160
Deformation angle [rad]Fig. 32 Hysteresis model of moment-rotation

Fig. 33 Restoring force of bracket complex inrelationship at the top and bottom of column

X-direction under El Centro NS－ 128 －

1/80

> M @^d`  >C @^d`  > K( t )@^d ` > M @^1` d0(2)ㅦᐲᴺ)ࠍ↪޿ߡ⸘▚ߒߚ‫ޕ‬ ߎߎߢ㧘[M]ߪ㓸ਛ⾰ὐ♽ߣߒߚ႐วߩ⾰㊂ࡑ࠻࡝ ᧄ⸃ᨆߦ↪޿ߚᐔ㕙㛽⚵ࡕ࠺࡞ࠍ࿑34ߦ␜ߔ‫ߥޕ‬ࠢࠬ㧘[C]ߪೋᦼ೰ᕈߦኻߔࠆ೰ᕈᲧ଀ဳᷫ⴮ࡑ࠻࡝ࠢࠬ㧘 d0 ߪ࿾േടㅦᐲߢ޽ࠆ‫⸃ᧄޕ‬ᨆߢਈ߃ߚᷫ⴮

߅㧘ᧄ⸃ᨆߢߪ㧘ᮡḰ⹜㛎૕ࠍኻ⽎ߦ⸃ᨆࠍⴕ޿㧘ቯᢙߪ㧘ᧄᝄേบታ㛎ߢታᣉߒߚ⥄↱ᝄേታ㛎ߦࠃᲧセߩߚ߼㧘ᓥ᧪ߩ⸃ᨆ⊛⎇ⓥ㧔᧻ᧄࠄ㧔2003㧕㧕

ࠆ⹜㛎૕ߩേ․ᕈࠃࠅ㧘5%ߣߒߚ‫ߚ߹ޕ‬㧘ㆇേᣇ⒟ߢឭ᩺ߐࠇߚ㧘ᮮ᨞᧚ធวㇱߩᦛߍᛶ᛫ߦߟ޿ߡߪ

ᑼߩᢙ୯Ⓧಽߦߪ㧘NewmarkߩǪᴺ(Ǫ㧩1/4㧦ᐔဋടࠬ࡝࠶ࡊࡃࠗ࡝࠾ࠕဳᓳరജ․ᕈߢ㧘ᩇ௑ᢳᓳరജ

W2 [kN]

6

Girder5
5

Restoring force
due to column
rocking

12
14

10

4

4
3

11

9

Head tie beam 13

10
8

3

9

Mid-wall tie beam 12
7

Column
2
6

1

10

4

4
3

9

Head tie beam 13

10
9

Mid-wall tie beam 12
2

Bending moment
resistance ofcolumn-tie beam joint

7

Column: element number

8
1

Waist tie beam 11

1

7

11

8

3

6
7

3750

3750

Fig. 34 Analysis model of wooden frameFig. 35 Analysis model of wooden frame (former)

Result of shaking table test
Result of analysis
Result of former analysis

300
Displacement [mm]

12
14

850

Waist tie beam 11

Girder52

850: element number

Bending moment
resistance at the top
and bottom of column
due to rocking

W2 [kN]6
5

8
1

W1 [kN]2422.52422.5

2

Bending moment
resistance ofcolumn-tie beam joint

Restoring force ofbracket complex

599.5 90.5 674

W1 [kN]599.5 90.5 674

Restoring force ofbracket complex೨▵ߦ␜ߔฦࡕ࠺࡞ࠍ↪޿ߡ⸃ᨆࠍⴕߞߚ‫ߚ߹ޕ‬㧘0
Displacement at the top of specimen
Result of test : (+) 193.9mm, (-) 214.3mm
Result of analysis : (+) 199.8mm,(-) 188.6mm

-300
0

5

10

15
Time[sec]

20

25

30

Fig. 36 Comparison between result of shaking table test and seismic response analysis using frame model
under El Centro NS 500cm/s2

Result of shaking table test
Result of analysis
Result of former analysis

Displacement [mm]

350

0

-350
10

Displacement at the top of specimen
Result of test : (+) 239.9mm, (-) 319.5mm
Result of analysis : (+) 259.5mm, (-) 313.2mm

1520Time[sec]

25

30

Fig. 37 Comparison between result of shaking table test and seismic response analysis using frame model
under JMA Kobe NS 818cm/s2－ 129 －

․ᕈߦߟ޿ߡߪ⽶൨㈩ࠍᜬߟ㧟᛬✢ဳᓳరജ․ᕈߢ

ࠍ↪޿ߚᐔ㕙㛽⚵ߦࠃࠆ࿾㔡ᔕ╵⸃ᨆߩ⚿ᨐ㧘ᓥ᧪ߘࠇߙࠇࡕ࠺࡞ൻߒ㧘࿑35ߦ␜ߔࠃ߁ߥ㧘ߎࠇࠄฦߩ⸃ᨆࡕ࠺࡞ߢߪㆡ↪߇࿎㔍ߥ1/20rad㨪1/10radߦ㆐ࡕ࠺࡞ࠍ᧚┵ߦ᦭ߔࠆᐔ㕙㛽⚵ߦࠃࠆ⸃ᨆ߽หᤨߦ

ߔࠆᄌᒻ㗔ၞߦ߅޿ߡ߽㧘ታ㛎⚿ᨐࠍචಽߦㅊ〔ߢⴕߞߚ‫ޕ‬

߈ࠆߎߣࠍ⏕⹺ߒ㧘ᧄࡕ࠺࡞ൻᚻᴺߥࠄ߮ߦᧄ⸃ᨆ

 ࿑36෸߮࿑ 37ߦEl Centro NS 500Gal౉ജᤨ෸߮

ᴺߩᅷᒰᕈࠍ␜ߒߚ‫ޕ‬JMA Kobe NS 818Gal౉ജᤨߩ⹜㛎૕㗂ㇱᄌ૏ߦߟ޿ ᧄ⎇ⓥߢᓧࠄࠇߚવ⛔ᧁㅧゲ⚵ߩ᭴ㅧജቇࡔࠞ࠾

ߡ㧘ᝄേบታ㛎⚿ᨐߣ⸃ᨆ⚿ᨐߩᲧセࠍ␜ߔ‫ޕ‬࿑36࠭ࡓ߿᭴ㅧ⸃ᨆᴺߣ૬ߖߡ㧘੹ᓟⷐ⚛ታ㛎ߥߤߩಽ

෸߮࿑37ࠃࠅ㧘ታ㛎⚿ᨐߣᧄ⸃ᨆ⚿ᨐߪᲧセ⊛⦟޿ᨆ߇ട๧ߐࠇࠆߎߣߢ㧘ኹ㒮ᑪ▽‛ߥߤવ⛔ᧁㅧᑪ৻⥌ࠍ␜ߒߚ‫߫߃଀ޕ‬㧘ᓥ᧪ߩ⸃ᨆࡕ࠺࡞ߢߪታ㓙▽‛ߩࠃࠅ⹦⚦ߥ⠴㔡⸳⸘ᴺ߿⠴㔡⵬ᒝᴺߩ᭴▽ߦߩታ㛎⚿ᨐࠍㅊ〔ߢ߈ߥ߆ߞߚJMA Kobe NS 818Gal

᦭↪ߣ⠨߃ࠄࠇࠆ‫ޕ‬౉ജᤨߦ߅޿ߡ㧘ᝄേบታ㛎ߢ⸥㍳ߒߚᦨᄢ㗂ㇱᄌ⻢ ㄉ૏ߪ319.5mmߢ޽ߞߚ߇㧘ᧄ⸃ᨆߢߪ313.2mmࠍ⸥㍳ߒߚ‫ޕ‬ᓥ᧪ߩ⸃ᨆࡕ࠺࡞ߢߪㆡ↪߇࿎㔍ߥ1/10rad⒟ᐲ߹ߢߦ⥋ࠆᄢᄌᒻ㗔ၞߦ߅޿ߡ߽㧘ᧄ⸃ᨆᚻᴺߪ

ታ㛎෸߮⸃ᨆߦ㓙ߒߡ㧘੩ㇺᄢቇᄢቇ㒮Ꮏቇ⎇ⓥታ㛎⚿ᨐࠍචಽߦㅊ〔ߢ߈ࠆ੐ࠍ᣿ࠄ߆ߦߒߚ‫ޕ‬⑼਄⼱ብੑᢎ᝼㧘੗਄৻ᦶᢎ᝼߆ࠄ⾆㊀ߥߏᗧ⷗ࠍ
㗂޿ߚ‫᧚ޕ‬ᢱታ㛎ߢߪ㧘੩ㇺᄢቇ↢ሽ࿤⎇ⓥᚲዊ᧻ ⚿⺰
 ᧄႎߢߪ㧘ኹ㒮ᑪ▽‛ࠍਛᔃߣߒߚવ⛔ᧁㅧゲ⚵ᐘᐔᢎ᝼㧘Ἇ㊁⋿ੑ㇢ഥᢎ㧘᫪ᜏ㇢ഥᢎߦߏදജ㗂ߩታᄢ┙૕᨞᭴⹜㛎૕ࠍ↪޿ߡ㧘ᝄേบታ㛎෸߮㕒ੱ᳁㧘ᒰᤨ㊄ᴛᎿᬺᄢቇᄢቇ㒮Ꮏቇ⎇ⓥ⑼ᄢਅ㆐຦

⊛᳓ᐔജタ⩄ታ㛎ࠍታᣉߒߡ㧘᭴ㅧജቇ․ᕈߩ⸃᣿

᳁ߦߏදജ㗂޿ߚ‫⹜ޕ‬㛎૕⵾૞ߢߪ㧘ࠕ࡜ࠠᎿോᐫ

ࠍⴕߞߚ‫ߚ߹ޕ‬㧘ᓧࠄࠇߚฦ᭴ㅧജቇ․ᕈߩ㕖✢ᒻߩߏදജࠍ㗂޿ߚ‫⻢ߡߒ⸥ߦߎߎޕ‬ᗧࠍ⴫ߒ߹ߔ‫ޕ‬޿ߚ‫ޕ‬ታ㛎ߢߪ㧘੩ㇺᄢቇ㒐ἴ⎇ⓥᚲᏒᎹାᄦᛛቭ㧘ᒰᤨ੩ㇺᄢቇᄢቇ㒮Ꮏቇ⎇ⓥ⑼ᷡ᳓⑲ਣ᳁㧘⷏Ⴁ⚐ᓳరജࡕ࠺࡞ࠍ↪޿ߡવ⛔ᧁㅧゲ⚵ߩ᭴ㅧ⸃ᨆᴺߩ

ෳ⠨ᢥ₂

᭴▽ࠍⴕߞߚ‫ޕ‬ᓧࠄࠇߚ⚿ᨐߣ⠨ኤ߆ࠄએਅߩࠃ߁
ߦ߹ߣ߼ࠄࠇࠆ‫ޕ‬1) વ⛔ᧁㅧゲ⚵᨞᭴ో૕ߩᓳరജ․ᕈࠍ᣿ࠄ߆ߦ

Ⓑጊᱜᒄ㧦ᧁ᧚ߩ߼ࠅㄟߺℂ⺰ߣߘߩᔕ↪㧙㕢ᕈߦߔࠆߣߣ߽ߦ㧘ᩇ㗡ㇱ࡮ᩇ⣉ㇱ߿ᩇ㧙ᮮ᨞᧚ធวㇱᦼᓙߒߚᧁ⾰࡜࡯ࡔࡦធวㇱߩ⠴㔡⸳⸘ᴺߦ㑐ߔߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ᕈ⢻ߦߟ޿ߡ␜ߒߚ‫ࠄࠇߎޕ‬ࠆ⎇ⓥ㧙㧘᧲੩ᄢቇቇ૏⺰ᢥ㧘1991.12

ࠍ೑↪ߒߡ㧘ᩇߦടࠊࠆജߩ㊒ว㑐ଥᑼࠍዉ಴ߒߚ

਄⼱ብੑ㧘⨹ᧁᘮ৻㧘ኅୖఝੱ㧘ศ↰ਗ਼೑㧦વ⛔ᧁ⚿ᨐ㧘વ⛔ᧁㅧゲ⚵ߢߪ㧘᨞᭴ߩᮮ᨞᧚᭴ᚑ߿౉ജ

ㅧᑪ▽‛ᩇ⣉ߩᐔ㕙ធ⸅ࡕ࠺࡞ߦ㑐ߔࠆታ㛎⊛⎇ടᝄᵄ㧘౉ജടㅦᐲᝄ᏷࡟ࡌ࡞ߦ㑐ࠊࠄߕ㧘᨞᭴ోⓥ㧘ᣣᧄᑪ▽ቇળ᭴ㅧ♽⺰ᢥ㓸㧘No.582㧘pp.117-122㧘૕ߩᓳరജ߇ᮮ᨞᧚ߩᦛߍᛶ᛫ߣᩇߩ௑ᢳࠍᛥ߃ࠆ

2004.8ᩇ㗡ㇱ࡮ᩇ⣉ㇱߩᦛߍᛶ᛫ߦಽ⸃ߢ߈ࠆߎߣࠍ᣿ࠄ

ᬮኼඳ㧘㐳ἑᱜ㧘ᧁᨋ㐳ੳ㧘ᨋ⦟ᒾ㧘ᬀ↰ືม㧦વ߆ߦߒߚ‫ޕ‬⛔ᧁㅧᑪ▽ߦ߅ߌࠆ᢯⚵ߩ᭴ㅧ․ᕈߦ㑐ߔࠆታ㛎2)

ᩇߦടࠊࠆ㊒ว㑐ଥᑼࠍ↪޿ߡ㧘ታ㛎⸘᷹߆ࠄ⊛ ⎇ ⓥ 㧘 ᣣ ᧄ ᑪ ▽ ቇ ળ ᭴ ㅧ ♽ ⺰ ᢥ 㓸 㧘 No.592 㧘⋥ធ⊛ߦ⹏ଔߢ߈ߥ޿ᩇ௑ᢳᓳరജࠍ᛽಴ߒߚ‫ߘޕ‬

pp.129-136㧘2005.6

ߩ⚿ᨐ㧘ᩇ㗡ߦ⸳⟎ߐࠇߚ⚵‛ߪ㧘ᩇ௑ᢳᓳరജࠍ

ᓟ⮮৻㓶㧦⽾ㅢ઀ญߦࠃࠆᧁㅧ࡜࡯ࡔࡦ㧔ᄢ㤥ᩇ㧕ഥ㐳ߔࠆࡔࠞ࠾࠭ࡓࠍ᦭ߔࠆߎߣࠍᜰ៰ߒߚ‫ߚ߹ޕ‬㧘᭴ㅧߩ⎇ⓥ㧘ᣣᧄᑪ▽ቇળ᭴ㅧ♽⺰ᢥ㓸㧘pp.119ᣢᓔߩ⎇ⓥߢߪォୟ㒢⇇ߣߐࠇߡ߈ߚᄌᒻ࡟ࡌ࡞ߦ

-125㧘1986.8

߅޿ߡ㧘⚵‛ࠍ฽߻ᩇߩ௑ᢳᓳరജߪ⽶ߩ୯ࠍ␜ߒ

㋈ᧁ␽ਯ㧘೨㊁዁ノ㧘⷏Ⴁ⚐ੱ㧘ർේᤘ↵㧘ᓟ⮮ᱜߚߦ߽㑐ࠊࠄߕ㧘᨞᭴ో૕ߩᓳరജߪᕆỗߥ⠴ജૐ⟤㧘㗇↰㆐㧘ᄢਅ㆐຦㧦વ⛔ᧁㅧゲ⚵ߩታᄢᝄേታ

ਅ߽⷗ࠄࠇߕ㧘⹜㛎૕߽ォୟߒߥ߆ߞߚߎߣ߆ࠄ㧘㛎࡮㕒⊛᳓ᐔജタ⩄ታ㛎㧘ᣣᧄᑪ▽ቇળ᭴ㅧ♽⺰ᢥᩇ௑ᢳᓳరജ․ᕈߩലᨐ߇ᦼᓙߢ߈ߥ޿ᄢᄌᒻ࡟ࡌ

㓸㧘No.574㧘pp.135-142㧘2003.12

࡞ߦ߅ߌࠆᮮ᨞᧚ലᨐ߇⏕⹺ߐࠇߚ‫ޕ‬

᫜ᯅ⑲శ㧘ᷡ᳓⑲ਣ㧘㋈ᧁ␽ਯ : ᱡ⎬ൻࠍ⠨ᘦߒߚ3) ඨ೰ធวㇱࠍ᦭ߔࠆߪࠅⷐ⚛ࡕ࠺࡞ࠍ↪޿ߡ㛽⋥੤⇣ᣇᕈᧁ᧚ߩᒢ႟ᕈ߼ࠅㄟߺᕈ⢻, ╙12࿁ᣣ⚵ࡕ࠺࡞ࠍ૞ᚑߒ㧘ታ㛎ߢᓧࠄࠇߚฦ᭴ㅧⷐ⚛ߩᓳᧄ࿾㔡Ꮏቇࠪࡦࡐࠫ࠙ࡓ㧘No.0179, 2006.11

రജ․ᕈࠍၮߦߒߡᮮ᨞᧚ߩᦛߍᛶ᛫ߣᩇ௑ᢳᓳర

ဈ㕒㓶㧦␠ኹ㛽⚵ߩജቇ⊛⎇ⓥ㧔╙㧝ㇱ ᩇߩ቟ቯജ․ᕈߩ㕖✢ᒻᓳరജࡕ࠺࡞ࠍ᭴▽ߒߚ‫ޕ‬ฦࡕ࠺࡞ᓳరജ㧕㧘ᣣᧄᑪ▽ቇળ⺰ᢥ㓸 ╙21ภ㧘pp.252-258㧘

－ 130 －

1941.4(a)ജቇ․ᕈߣ⠴㔡ᕈ⢻㧘੩ㇺᄢቇቇ૏⺰ᢥ㧘2007.3(a)ဈ㕒㓶㧦␠ኹ㛽⚵ߩജቇ⊛⎇ⓥ㧔╙㧞ㇱ ⽾ߩ⠴ജ㧕㧘೨㊁዁ノ㧘⷏Ⴁ⚐ੱ㧘㋈ᧁ␽ਯ㧦વ⛔ᧁㅧゲ⚵ߩታᣣᧄᑪ▽ቇળ⺰ᢥ㓸╙21ภ㧘pp.259-268㧘1941.4(b)ᄢታ㛎ߦࠃࠆᩇߦടࠊࠆജߩ㊒ว㑐ଥߣᩇ௑ᢳᓳ

⮮↰㚅❱㧘ᧁ᧛ᱜᒾ㧘ᄢᯅᅢశ㧘ဈᧄഞ㧦㕒⊛᳓ᐔ

రജ․ᕈߩ⹏ଔ㧘ᣣᧄᑪ▽ቇળ᭴ㅧ♽⺰ᢥ㓸㧘ടജ⹜㛎ߦၮߠߊવ⛔⊛ᧁㅧᑪ▽ߩ⚵‛ߩጁᱧࡕ

No.615㧘pp.153-160㧘2007.5(b)࠺࡞ߣ೰ᕈ⹏ଔ㧘ᣣᧄᑪ▽ቇળ᭴ㅧ♽⺰ᢥ㓸㧘᧻ᧄᘕ਽㧦ඨ೰ធวㇱࠍ᦭ߔࠆᑪ▽㛽⚵ߩ᭴ㅧ⸃ᨆ

No.543㧘pp.121-127㧘2001.5ߦ㑐ߔࠆ⎇ⓥ㧘ᐢፉᄢቇቇ૏⺰ᢥ㧘2000.2ᢥൻᐡᢥൻ⽷ᑪㅧ‛⺖㧦㊀ⷐᢥൻ⽷㧔ᑪㅧ‛㧕ၮ␆᧻ᧄᘕ਽㧘⮮⼱⟵ା㧘㊁ፉජ㉿㧘ጤ૒⵨৻㧘ᮯේஜ⸻ᢿታᣉⷐ㗄㧘2001.4৻㧦વ⛔ᧁㅧᑪ▽‛ߩ࿾㔡ᔕ╵⸃ᨆ㧘᭴ㅧ♽⺰ᢥ㓸

೨㊁዁ノ㧘㋈ᧁ␽ਯ㧦વ⛔ᧁㅧゲ⚵ߩታᄢታ㛎ߦࠃ

Vol.49B㧘pp.251-257㧘2003.3

ࠆᩇ㧙ᮮ᨞᧚ធวㇱߩᦛߍࡕ࡯ࡔࡦ࠻ᛶ᛫ߦ㑐ߔ

Kawai, N. 㧦 Column rocking resistance in Japaneseࠆ ⎇ ⓥ 㧘 ᣣ ᧄ ᑪ ▽ ቇ ળ ᭴ ㅧ ♽ ⺰ ᢥ 㓸 㧘 No.601 㧘

traditional

pp.113-120㧘2006.3

International Wood Engineering Conference, Volume1,

೨㊁዁ノ㧦ኹ㒮ᑪ▽‛ߦ߅ߌࠆવ⛔ᧁㅧゲ⚵ߩ᭴ㅧ

pp.183-190, 1996.10

timberbuildings,

Proceedings

of

the

Frame Analysis Based on Modeling of Structural Characteristics
in Traditional Wooden Frames like Temples

Masaki MAENO*, Yoshiyuki SUZUKI and Shinya MATSUMOTO***

Maeno Architectural Design Inc. (Former Graduate School of Engineering, Kyoto University)**
Graduate School of Engineering, Hiroshima University

Synopsis
This paper deals with frame analysis based on modeling of structural characteristics from full-scale
shaking table tests and static lateral loading tests in traditional wooden frames. From experiments, theequilibrium relationship between the total restoring force and the sum of the bending moment acting on thecolumn is established. Modeling method by averaging of bending moment resistance at all the column-beamjoints and restoring force due to column rocking by using bending moment resistance at the top and bottomof column is also determined. Results of frame analysis based on these models quite agree with the resultsof shaking table tests under large deformation.
Keywords: Traditional wooden frame, Restoring force due to column rocking, Column-beam joint,
Bending moment resistance, Seismic response analysis－ 131 －