2022-02-10T12:03:48.584山口佳春
日本建築学会構造系論文集 第86巻 第780号，259-266，2021年2月
J. Struct. Constr. Eng., AIJ, Vol. 86 No. 780, 259-266, Feb., 2021
DOI https://doi.org/10.3130/aijs.86.259【カテゴリーⅡ】

袖壁・腰壁・垂れ壁を有する実大５層鉄筋コンクリート造立体架構の静的載荷実験
⿇ቨ࣭⭜ቨ࣭ᆶࢀቨࢆ᭷ࡍࡿᐇ኱
5⿇ቨ࣭⭜ቨ࣭ᆶࢀቨࢆ᭷ࡍࡿᐇ኱
5 ᒙ㕲➽ࢥࣥࢡ࣮ࣜࢺ㐀❧యᯫᵓࡢ㟼ⓗ㍕Ⲵᐇ㦂ᒙ㕲➽ࢥࣥࢡ࣮ࣜࢺ㐀❧యᯫᵓࡢ㟼ⓗ㍕Ⲵᐇ㦂STATIC LOADING TEST ON A FULL-SCALEFIVE STORY REINFORCED CONCRETE FRAME
STRUCTUREWITHONWING
WALLS, SPANDRELWALLS,AND HANGINGWALLSSTATICLOADING TESTA FULL-SCALEFIVE STORYREINFORCED
CONCRETEFRAMESTATIC LOADING TEST ON A FULL-SCALE FIVE STORY REINFORCED CONCRETE FRAME
STRUCTURE WITH WING WALLS, SPANDREL WALLS, AND HANGING WALLSSTRUCTURE＊1
WITH WING WALLS, SPANDREL WALLS, AND HANGING WALLS
諏訪田 晴彦 ，壁谷澤 寿一＊2，向 井 智 久＊3，坂 下 雅 信＊4，加 藤 博 人＊5，福山
洋＊6，勅使川原 正臣＊7，楠浩 一＊8
1㸪ቨ㇂⃝ ᑑ୍㸨2㸪ྥ ஭ ᬛ ஂ㸨3㸪ᆏ ୗ 㞞 ಙ㸨4㸪ㄶゼ⏣ ᬕᙪ㸨㸨1Haruhiko
SUWADA,
Toshikazu
Tomohisaㄶゼ⏣ ᬕᙪ
㸪ቨ㇂⃝ᑑ୍㸨2KABEYASAWA,㸪ྥ ஭ ᬛ ஂ㸨3㸪ᆏୗ 㞞MUKAI,ಙ㸨4㸪
5㸪⚟ ᒣ  ὒ㸨6㸪ສ౑ᕝཎ ṇ⮧㸨7㸪ᴋ  ᾈ ୍㸨8ຍ ⸨ ༤ ே㸨
㸨65㸪⚟ ᒣ  ὒHiroto
Masanobu
KATO, Hiroshi
FUKUYAMA,ຍ⸨ ༤ ே㸨SAKASHITA,㸪ສ౑ᕝཎṇ⮧㸨7㸪ᴋ ᾈ ୍㸨8

Haruhiko SUWADA, Toshikazu KABEYASAWA, Tomohisa MUKAI, Masanobu SAKASHITA,
Masaomi TESHIGAWARA
Koichi MUKAI,
KUSUNOKI
Haruhiko SUWADA, Toshikazu
KABEYASAWA,and
Tomohisa
Masanobu SAKASHITA,
Hiroto KATO, Hiroshi FUKUYAMA, Masaomi TESHIGAWARA, Koichi KUSUNOKI
Hiroto KATO, Hiroshi FUKUYAMA, Masaomi TESHIGAWARA, Koichi KUSUNOKIThis paper proposes a disaster resilient structural design for post-earthquake functionality of reinforced concrete buildings without
This paper proposes a disaster resilient structural design for post-earthquake functionality of reinforced concrete buildings without
utilizing isolation devices and vibration control devices. A static loading test of a full-scale five-story reinforced concrete building adopting
utilizing isolation devices and vibration control devices. A static loading test of a full-scale five-story reinforced concrete building adopting
a structural system utilizing wing wall, spandrel wall, and hanging wall was carried out to verify functional continuity after big
a structural system utilizing wing wall, spandrel wall, and hanging wall was carried out to verify functional continuity after big
earthquakes. As a result of the experimental verification, the proposed structural system was revealed to greatly increase its strength
earthquakes. As a result of the experimental verification, the proposed structural system was revealed to greatly increase its strengthand stiffness, and to certainly minimize the response of its mainframe at the time of big earthquakes within elastic level.
and stiffness, and to certainly minimize the response of its mainframe at the time of big earthquakes within elastic level.

Keywords : Reinforced concrete, Full scale test, Wing wall, Spandrel wall, Hanging wall, Disaster resilient structural design    
Keywords : Reinforced concrete, Full scale test, Wing wall, Spandrel wall, Hanging wall, Disaster resilient structural design    㕲➽ࢥࣥࢡ࣮ࣜࢺ㸪ᐇ኱ᐇ㦂㸪⿇ቨ㸪⭜ቨ㸪ᆶࢀቨ㸪ᦆയไᚚタィἲ㕲➽ࢥࣥࢡ࣮ࣜࢺ㸪ᐇ኱ᐇ㦂㸪⿇ቨ㸪⭜ቨ㸪ᆶࢀቨ㸪ᦆയไᚚタィἲ ࡣࡌࡵ࡟ ࡣࡌࡵ࡟
ᘓ⠏ᇶ‽ἲࡣ㸪኱ᆅ㟈࡟ᑐࡋ࡚ಽቯ࣭ᔂቯ➼ࡏࡎ㸪ே࿨ࡀᏲࡽࢀ
ᘓ⠏ᇶ‽ἲࡣ㸪኱ᆅ㟈࡟ᑐࡋ࡚ಽቯ࣭ᔂቯ➼ࡏࡎ㸪ே࿨ࡀᏲࡽࢀ
ࡿࡇ࡜ࢆ⪏㟈Ᏻ඲ᛶࡢ┠ᶆ࡜ࡋ࡚࠸ࡿࠋࡍ࡞ࢃࡕ㸪኱ᆅ㟈࡟ᑐࡋ࡚ࡿࡇ࡜ࢆ⪏㟈Ᏻ඲ᛶࡢ┠ᶆ࡜ࡋ࡚࠸ࡿࠋࡍ࡞ࢃࡕ㸪኱ᆅ㟈࡟ᑐࡋ࡚ࡣ㸪ᘓ⠏≀ࡢᦆയࢆ࠶ࡿ⛬ᗘチᐜࡋ࡚࠾ࡾ㸪⥅⥆౑⏝ᛶࢆ☜ಖࡍࡿࡣ㸪ᘓ⠏≀ࡢᦆയࢆ࠶ࡿ⛬ᗘチᐜࡋ࡚࠾ࡾ㸪⥅⥆౑⏝ᛶࢆ☜ಖࡍࡿࡇ࡜ࡲ࡛ࡣồࡵࡽࢀ࡚࠸࡞࠸ࠋ
ࡇ࡜ࡲ࡛ࡣồࡵࡽࢀ࡚࠸࡞࠸ࠋ
1995 ᖺࡢරᗜ┴༡㒊ᆅ㟈௨㝆㸪ከࡃࡢ㟈⅏ࢆ⤒㦂ࡍࡿ୰࡛㸪ᘓ⠏
1995 ᖺࡢරᗜ┴༡㒊ᆅ㟈௨㝆㸪ከࡃࡢ㟈⅏ࢆ⤒㦂ࡍࡿ୰࡛㸪ᘓ⠏≀ࡢ⪏㟈ᛶ⬟࡟ᑐࡍࡿ♫఍ⓗせồࡣᑡࡋࡎࡘኚ໬ࡋ࡚ࡁ࡚࠾ࡾ㸪ᘓ≀ࡢ⪏㟈ᛶ⬟࡟ᑐࡍࡿ♫఍ⓗせồࡣᑡࡋࡎࡘኚ໬ࡋ࡚ࡁ࡚࠾ࡾ㸪ᘓ⠏ᇶ‽ἲ࡛ᐃࡵࡿࠕே࿨ࡢ☜ಖࠖ࡟ຍ࠼࡚ࠕᆅ㟈┤ᚋ࠿ࡽ⥅⥆౑⏝⠏ᇶ‽ἲ࡛ᐃࡵࡿࠕே࿨ࡢ☜ಖࠖ࡟ຍ࠼࡚ࠕᆅ㟈┤ᚋ࠿ࡽ⥅⥆౑⏝࡛ࡁࡿࠖ㧗ᗘ࡞Ỉ‽ࢆồࡵࡿኌࡀ኱ࡁࡃ࡞ࡗ࡚ࡁ࡚࠸ࡿࠋࡋࡓࡀࡗ
࡛ࡁࡿࠖ㧗ᗘ࡞Ỉ‽ࢆồࡵࡿኌࡀ኱ࡁࡃ࡞ࡗ࡚ࡁ࡚࠸ࡿࠋࡋࡓࡀࡗ
࡚㸪ࡇ࠺ࡋࡓ┠ᶆᛶ⬟ࢆࡼࡾᐜ᫆࡟ල⌧໬ࡍࡿᵓ㐀ᙧᘧࡸᦆയไᚚ
࡚㸪ࡇ࠺ࡋࡓ┠ᶆᛶ⬟ࢆࡼࡾᐜ᫆࡟ල⌧໬ࡍࡿᵓ㐀ᙧᘧࡸᦆയไᚚ
タィἲࢆ㛤Ⓨࡍࡿࡇ࡜ࡣ㔜せ࡞ㄢ㢟࡛࠶ࡿࠋタィἲࢆ㛤Ⓨࡍࡿࡇ࡜ࡣ㔜せ࡞ㄢ㢟࡛࠶ࡿࠋ୍᪉㸪ᐁᗇ᪋タࡢ⥲ྜ⪏㟈࣭ᑐὠἼィ⏬ᇶ‽ 1㸧࡛ࡣ㸪⪏㟈Ᏻ඲ᛶ୍᪉㸪ᐁᗇ᪋タࡢ⥲ྜ⪏㟈࣭ᑐὠἼィ⏬ᇶ‽ 1㸧࡛ࡣ㸪⪏㟈Ᏻ඲ᛶࡢ┠ᶆ࡜ࡋ࡚ࠕ኱ᆅ㟈ᚋ㸪ᵓ㐀య࡟⿵ಟࢆࡍࡿࡇ࡜࡞ࡃᘓ⠏≀ࢆ౑ࡢ┠ᶆ࡜ࡋ࡚ࠕ኱ᆅ㟈ᚋ㸪ᵓ㐀య࡟⿵ಟࢆࡍࡿࡇ࡜࡞ࡃᘓ⠏≀ࢆ౑⏝࡛ࡁࡿࡇ࡜ࢆ┠ᶆ࡜ࡋ㸪ே࿨ࡢᏳ඲☜ಖ࡟ຍ࠼࡚༑ศ࡞ᶵ⬟☜ಖ⏝࡛ࡁࡿࡇ࡜ࢆ┠ᶆ࡜ࡋ㸪ே࿨ࡢᏳ඲☜ಖ࡟ຍ࠼࡚༑ศ࡞ᶵ⬟☜ಖࡀᅗࡽࢀࡿࡶࡢ࡜ࡍࡿ㸦Ϩ㢮㸧ࠖ࠶ࡿ࠸ࡣ㸪ࠕ኱ᆅ㟈ᚋ㸪ᵓ㐀య࡟኱ࡀᅗࡽࢀࡿࡶࡢ࡜ࡍࡿ㸦Ϩ㢮㸧ࠖ࠶ࡿ࠸ࡣ㸪ࠕ኱ᆅ㟈ᚋ㸪ᵓ㐀య࡟኱ࡁ࡞⿵ಟࢆࡍࡿࡇ࡜࡞ࡃᘓ⠏≀ࢆ౑⏝࡛ࡁࡿࡇ࡜ࢆ┠ᶆ࡜ࡋ㸪ே࿨ࡁ࡞⿵ಟࢆࡍࡿࡇ࡜࡞ࡃᘓ⠏≀ࢆ౑⏝࡛ࡁࡿࡇ࡜ࢆ┠ᶆ࡜ࡋ㸪ே࿨ࡢᏳ඲☜ಖ࡟ຍ࠼࡚ᶵ⬟☜ಖࡀᅗࡽࢀࡿࡶࡢ࡜ࡍࡿ㸦ϩ㢮㸧ࠖ࡜࠸ࡗࡢᏳ඲☜ಖ࡟ຍ࠼࡚ᶵ⬟☜ಖࡀᅗࡽࢀࡿࡶࡢ࡜ࡍࡿ㸦ϩ㢮㸧ࠖ࡜࠸ࡗࡓ⥅⥆౑⏝ᛶ☜ಖࡢほⅬ࡛ࡢ┠ᶆᛶ⬟ࡀつᐃࡉࢀ࡚࠸ࡿࠋࡇࢀࡽࡢ
ࡓ⥅⥆౑⏝ᛶ☜ಖࡢほⅬ࡛ࡢ┠ᶆᛶ⬟ࡀつᐃࡉࢀ࡚࠸ࡿࠋࡇࢀࡽࡢ
㸨1┠ᶆᛶ⬟ࡣ㸪ච㟈࣭ไ᣺࡞࡝ࡢᦆയไᚚࡢࡓࡵࡢඛ㐍ᢏ⾡ࢆ฼⏝ࡋ┠ᶆᛶ⬟ࡣ㸪ච㟈࣭ไ᣺࡞࡝ࡢᦆയไᚚࡢࡓࡵࡢඛ㐍ᢏ⾡ࢆ฼⏝ࡋࡓࡾ㸪㧗࠸๛ᛶ࡜ᙉᗘࢆ௜୚࡛ࡁࡿ⪏ຊቨࢆከࡃィ⏬ࡍࡿࡇ࡜࡞࡝
ࡓࡾ㸪㧗࠸๛ᛶ࡜ᙉᗘࢆ௜୚࡛ࡁࡿ⪏ຊቨࢆከࡃィ⏬ࡍࡿࡇ࡜࡞࡝
࡟ࡼࡗ࡚ᐇ⌧ྍ⬟࡛࠶ࡿࡀ㸪ᮏ◊✲࡛ࡣ㸪ච㟈࣭ไ᣺࡞࡝ࡢඛ㐍ᢏ࡟ࡼࡗ࡚ᐇ⌧ྍ⬟࡛࠶ࡿࡀ㸪ᮏ◊✲࡛ࡣ㸪ච㟈࣭ไ᣺࡞࡝ࡢඛ㐍ᢏ⾡ࢆ฼⏝ࡏࡎ㸪࠿ࡘ✵㛫ࡢ⮬⏤ᗘࡀ㧗࠸ࣇ࣮࣒ࣞ୺యࡢᯫᵓᙧᘧ࡜
⾡ࢆ฼⏝ࡏࡎ㸪࠿ࡘ✵㛫ࡢ⮬⏤ᗘࡀ㧗࠸ࣇ࣮࣒ࣞ୺యࡢᯫᵓᙧᘧ࡜
ಖ᭷Ỉᖹ⪏ຊィ⟬࡟ᇶ࡙ࡃタィ᪉ἲࡢࣉࣟࢺࢱ࢖ࣉࢆᥦ᱌ࡋ㸪ᐇ኱ಖ᭷Ỉᖹ⪏ຊィ⟬࡟ᇶ࡙ࡃタィ᪉ἲࡢࣉࣟࢺࢱ࢖ࣉࢆᥦ᱌ࡋ㸪ᐇ኱❧యᯫᵓヨ㦂యࡢ㟼ⓗ㍕Ⲵᐇ㦂࡟ࡼࡾᦆയ࡜ኚᙧࡢ㛵ಀࢆ᫂ࡽ࠿࡟
❧యᯫᵓヨ㦂యࡢ㟼ⓗ㍕Ⲵᐇ㦂࡟ࡼࡾᦆയ࡜ኚᙧࡢ㛵ಀࢆ᫂ࡽ࠿࡟
ࡍࡿࡇ࡜ࢆ┠ⓗ࡜ࡋ࡚࠸ࡿࠋ
ࡍࡿࡇ࡜ࢆ┠ⓗ࡜ࡋ࡚࠸ࡿࠋ
ⴭ⪅ࡽࡣ᪤ሗ 2㸧࡟࡚㸪ච㟈ࡸไ㟈࡟ࡼࡽࡎ࡟㕲➽ࢥࣥࢡ࣮ࣜࢺ㐀ⴭ⪅ࡽࡣ᪤ሗ 2㸧࡟࡚㸪ච㟈ࡸไ㟈࡟ࡼࡽࡎ࡟㕲➽ࢥࣥࢡ࣮ࣜࢺ㐀㸦௨ୗ㸪RC 㐀㸧ᘓ⠏≀ࡢ⥅⥆౑⏝ᛶࢆ☜ಖࡍࡿࡓࡵ࡟㸪⤊ᒁ᫬ࡢ 1
㸦௨ୗ㸪RC 㐀㸧ᘓ⠏≀ࡢ⥅⥆౑⏝ᛶࢆ☜ಖࡍࡿࡓࡵ࡟㸪⤊ᒁ᫬ࡢ 1㝵ᒙࡏࢇ᩿ຊಀᩘࡀ 0.3 ࡜࡞ࡿࡼ࠺タィࡋࡓ⣧࣮࣓ࣛࣥᯫᵓ࡟ቨ➃㝵ᒙࡏࢇ᩿ຊಀᩘࡀ 0.3 ࡜࡞ࡿࡼ࠺タィࡋࡓ⣧࣮࣓ࣛࣥᯫᵓ࡟ቨ➃㒊ࢆ༑ศ࡟⿵ᙉࡋࡓቨཌ 200mm ௨ୖࡢ⿇ቨࢆタࡅ㸪ᵓ㐀ቨ࡜ࡋ࡚㒊ࢆ༑ศ࡟⿵ᙉࡋࡓቨཌ 200mm ௨ୖࡢ⿇ቨࢆタࡅ㸪ᵓ㐀ቨ࡜ࡋ࡚タィࡋ㸪1 㝵ࡢᒙࡏࢇ᩿ຊಀᩘ࡛ 0.4 ௨ୖࡢᙉᗘࢆ☜ಖࡋࡓᯫᵓᙧ
タィࡋ㸪1 㝵ࡢᒙࡏࢇ᩿ຊಀᩘ࡛ 0.4 ௨ୖࡢᙉᗘࢆ☜ಖࡋࡓᯫᵓᙧ
ᘧࢆᥦ᱌ࡋ㸪ᴟࡵ࡚⛥࡟Ⓨ⏕ࡍࡿ኱ᆅ㟈࡟ᑐࡍࡿᘓ⠏≀ࡢ⿕⅏ᗘࢆᘧࢆᥦ᱌ࡋ㸪ᴟࡵ࡚⛥࡟Ⓨ⏕ࡍࡿ኱ᆅ㟈࡟ᑐࡍࡿᘓ⠏≀ࡢ⿕⅏ᗘࢆᑠ◚㸦᚟ඖຊ≉ᛶ࠿ࡽ᥎ᐃࡉࢀࡿ⪏㟈ᛶ⬟ṧᏑ⋡Ӎ80%㸧࡟࡜࡝ࡵᑠ◚㸦᚟ඖຊ≉ᛶ࠿ࡽ᥎ᐃࡉࢀࡿ⪏㟈ᛶ⬟ṧᏑ⋡Ӎ80%㸧࡟࡜࡝ࡵࡿࡓࡵࡢኚᙧࡢ㝈⏺್ࢆᐇ኱ 5 ᒙ❧యᯫᵓヨ㦂యࡢ㟼ⓗ㍕Ⲵᐇ㦂࡟ࡿࡓࡵࡢኚᙧࡢ㝈⏺್ࢆᐇ኱ 5 ᒙ❧యᯫᵓヨ㦂యࡢ㟼ⓗ㍕Ⲵᐇ㦂࡟ࡼࡾ᳨ドࡋࡓࠋᮏሗ࡛ࡣ㸪ࡇࢀ࡟ᘬࡁ⥆ࡁ㸪ᴟࡵ࡚⛥࡟Ⓨ⏕ࡍࡿ኱ࡼࡾ᳨ドࡋࡓࠋᮏሗ࡛ࡣ㸪ࡇࢀ࡟ᘬࡁ⥆ࡁ㸪ᴟࡵ࡚⛥࡟Ⓨ⏕ࡍࡿ኱ᆅ㟈࡟ᑐࡍࡿᘓ⠏≀ࡢ⿕⅏ᗘࢆ㍍ᚤ⛬ᗘ㸦᚟ඖຊ≉ᛶ࠿ࡽ᥎ᐃࡉࢀ
ᆅ㟈࡟ᑐࡍࡿᘓ⠏≀ࡢ⿕⅏ᗘࢆ㍍ᚤ⛬ᗘ㸦᚟ඖຊ≉ᛶ࠿ࡽ᥎ᐃࡉࢀ
ࡿ⪏㟈ᛶ⬟ṧᏑ⋡Ӎ95%㸧࡟࡜࡝ࡵ㸪ࡼࡾ㧗࠸⥅⥆౑⏝ᛶࢆ☜ಖࡍࡿ⪏㟈ᛶ⬟ṧᏑ⋡Ӎ95%㸧࡟࡜࡝ࡵ㸪ࡼࡾ㧗࠸⥅⥆౑⏝ᛶࢆ☜ಖࡍᅜ❧◊✲㛤Ⓨἲே ᘓ⠏◊✲ᡤ ᅜ㝿ᆅ㟈ᕤᏛࢭࣥࢱ࣮ ୺௵◊✲ဨ࣭༤ኈ㸦ᕤᏛ㸧　国立研究開発法人建築研究所国際地震工学センター
主任研究員・博士（工学）ᅜ❧◊✲㛤Ⓨἲேᘓ⠏◊✲ᡤ ᅜ㝿ᆅ㟈ᕤᏛࢭࣥࢱ࣮ ୺௵◊✲ဨ࣭༤ኈ㸦ᕤᏛ㸧ᮾி㒔❧኱Ꮫ኱Ꮫ㝔㒔ᕷ⎔ቃ⛉Ꮫ◊✲⛉ ෸ᩍᤵ࣭༤ኈ㸦ᕤᏛ㸧　東京都立大学大学院都市環境科学研究科
准教授・博士（工学）ᮾி㒔❧኱Ꮫ኱Ꮫ㝔㒔ᕷ⎔ቃ⛉Ꮫ◊✲⛉෸ᩍᤵ࣭༤ኈ㸦ᕤᏛ㸧
3 ᅜ❧◊✲㛤Ⓨἲே　国立研究開発法人建築研究所構造研究グループ
主任研究員・博士（工学）ᘓ⠏◊✲ᡤ ᵓ㐀◊✲ࢢ࣮ࣝࣉ ୺௵◊✲ဨ࣭༤ኈ㸦ᕤᏛ㸧
㸨
㸨3
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4
3
ᘓ⠏◊✲ᡤ ᵓ㐀◊✲ࢢ࣮ࣝࣉ ୺௵◊✲ဨ࣭༤ኈ㸦ᕤᏛ㸧　国土交通省国土技術政策総合研究所建築研究部
主任研究官・博士（工学）㸨4 ᅜ❧◊✲㛤Ⓨἲே
ᅜᅵ஺㏻┬ᅜᅵᢏ⾡ᨻ⟇⥲ྜ◊✲ᡤ ᘓ⠏◊✲㒊 ୺௵◊✲ᐁ࣭༤ኈ㸦ᕤᏛ㸧
＊
5
㸨
㸨4
　
（一財）
ベターリビングつくば建築試験研究センター
4 ᅜᅵ஺㏻┬
ᅜᅵᢏ⾡ᨻ⟇⥲ྜ◊✲ᡤ ᘓ⠏◊✲㒊 ୺௵◊✲ᐁ࣭༤ኈ㸦ᕤᏛ㸧㸨5 ＊6୍⯡㈈ᅋἲே
࣋ࢱ࣮ࣜࣅࣥࢢ ࡘࡃࡤᘓ⠏ヨ㦂◊✲ࢭࣥࢱ࣮　国土交通省国土技術政策総合研究所
建築研究部長・工博㸨㸨55 ＊7࣋ࢱ࣮ࣜࣅࣥࢢ 教授・工博ࡘࡃࡤᘓ⠏ヨ㦂◊✲ࢭࣥࢱ࣮㸨6 ୍⯡㈈ᅋἲே
　中部大学工学部建築学科
ᅜᅵ஺㏻┬ᅜᅵᢏ⾡ᨻ⟇⥲ྜ◊✲ᡤᘓ⠏◊✲㒊㛗࣭ᕤ༤＊8
㸨
㸨6　東京大学地震研究所災害科学系研究部門 教授・博士（工学）6㸨7 ᅜᅵ஺㏻┬ ᅜᅵᢏ⾡ᨻ⟇⥲ྜ◊✲ᡤ ᘓ⠏◊✲㒊㛗࣭ᕤ༤୰㒊኱Ꮫ ᕤᏛ㒊ᘓ⠏Ꮫ⛉ ᩍᤵ࣭ᕤ༤㸨
㸨77
㸨8 ୰㒊኱Ꮫ ᕤᏛ㒊ᘓ⠏Ꮫ⛉ ᩍᤵ࣭ᕤ༤
ᮾி኱Ꮫᆅ㟈◊✲ᡤ ⅏ᐖ⛉Ꮫ⣔◊✲㒊㛛 ᩍᤵ࣭༤ኈ㸦ᕤᏛ㸧㸨㸨88 ᮾி኱Ꮫᆅ㟈◊✲ᡤ ⅏ᐖ⛉Ꮫ⣔◊✲㒊㛛 ᩍᤵ࣭༤ኈ㸦ᕤᏛ㸧
＊1
㸨
㸨1
1
㸨2
＊2
㸨
㸨2
2
㸨 ＊3

Senior Research Engineer, BRI, Dr. Eng.
SeniorResearch
ResearchEngineer,
Engineer,BRI,
BRI,
Dr. Eng.
SeniorDr.Eng.
Assoc. Prof., Tokyo Metropolitan University, Dr. Eng.
Assoc.
Assoc. Prof.,Prof.,Tokyo
Tokyo Metropolitan
MetropolitanUniversity,
University,Dr.Eng.
Dr. Eng.
SeniorResearch
ResearchEngineer,
Engineer,BRI,
BRI,
Dr. Eng.
SeniorDr.Eng.
SeniorResearchEngineer,
BRI,
Dr.
Eng.
Senior
Dept.,NILIM,
Dr.Eng.
SeniorResearcher,
Researcher,Building
Building
Dept.,NILIM,
Dr. Eng.
Tsukuba
Building ResearchandTestingLaboratory
Senior Researcher,
Building
Dept.,NILIM,
Dr. Eng.
Tsukuba Building
BuildingDept.,
ResearchandDr.Eng.
Testing Laboratory
Director,
NILIM,
Tsukuba Building Research and Testing Laboratory
Prof.,
Chubu
University,
Director,building
Dept.,Dr.Eng.
NILIM, Dr. Eng.
Director,
Dept., NILIM,
Dr.Dr.Eng.
Eng.
Prof.,
ERI,building
The Universityof Tokyo,
Professor, Chubu University, Dr. Eng.
Professor, Chubu University, Dr. Eng.
Professor, ERI, The University of Tokyo, Dr. Eng.
Professor, ERI, The University of Tokyo, Dr. Eng.

─ 259 ─

2022-02-10T12:03:48.584山口佳春
ࡿࡓࡵࡢᯫᵓᙧᘧࢆᥦ᱌ࡋ㸪ᐇ኱ 5 ᒙ❧యᯫᵓヨ㦂యࡢ㟼ⓗ㍕Ⲵᐇ㦂࡟ࡼࡾኚᙧࡢ㝈⏺್ࢆ᳨ドࡍࡿࠋ ᥦ᱌ࡍࡿᯫᵓᙧᘧ࡜タィୖࡢ␃ពⅬ ᪤ሗ 2㸧࡟࡚ᥦ᱌ࡋࡓ⿇ቨ௜ࡁᰕࢆά⏝ࡋ㸪⿕⅏ᗘࢆᑠ◚⛬ᗘ࡟࡜࡝ࡵࡿᯫᵓᙧᘧ࡟ᑐࡋ࡚㸪ᮏሗ࡛ᥦ᱌ࡍࡿᯫᵓᙧᘧࡣ㸪ᰕ࡟ྲྀࡾ௜ࡃ⿇ቨ࡟ຍ࠼㸪ᱱ࡟ྲྀࡾ௜ࡃ⭜ቨ࠾ࡼࡧᆶࢀቨࡶά⏝ࡋ㸪኱ᆅ㟈࡟ᑐࡍࡿᘓ⠏≀ࡢ≧ែࢆᴫࡡᙎᛶ⠊ᅖ࡟࡜࡝ࡵࡿࡇ࡜ࢆ┠ᶆ࡜ࡍࡿࠋ
Fig.1 ࡟ᥦ᱌ࡍࡿᯫᵓᙧᘧ࡜ᦆയไᚚタィࡢᴫᛕࢆ♧ࡍࠋᮏᥦ᱌
ᯫᵓᙧᘧࡣ㸪᪤ሗ 2㸧࡛ᥦ᱌ࡋࡓᯫᵓᙧᘧ࡟ẚ࡭ᯫᵓࡢᙉᗘࡀ㧗ࡃ࡞ࡿࡀ㸪᭱኱ᙉᗘ࡟㐩ࡋࡓᚋ࡟ྛ㒊ᮦࡢቨ➃㒊࡟ᅽቯࡀ⏕ࡌ㸪⪏ຊపୗᛶ≧ࢆ♧ࡍྍ⬟ᛶࡀ㧗ࡃ࡞ࡿࠋࡋࡓࡀࡗ࡚㸪ቨཌࡸቨ➃㒊ᣊ᮰➽࡟ࡼࡾ㠎ᛶࢆ㧗ࡵ࡚࠾ࡃࡇ࡜ࡀ㔜せ࡜࡞ࡿࠋࡲࡓ㸪⪏ຊపୗࡀ⏕ࡌࡿྍ⬟ᛶࡀ㧗࠸ࡇ࡜࠿ࡽ㸪ᥦ᱌ࡍࡿᯫᵓ࡟ࡣ᭱኱ࡢᵓ㐀≉ᛶಀᩘ㸦Ds㸻0.55㸧┦ᙜࡢᙉᗘࡀồࡵࡽࢀࡿࠋ࡞࠾㸪ᅗ୰࡟ࡣኚᙧゅࡢᩘ್ࡶ♧ࡋ࡚࠸ࡿࡀ㸪ࡇࢀࡽࡢᩘ್ࡣ㸪ᮏሗ࠾ࡼࡧ᪤ሗ 2)࡟࠾ࡅࡿᥦ
᱌ᯫᵓィ⏬᫬࡟ᴫࡡ᝿ᐃࡋࡓᩘ್㸦ண್㸧࡛࠶ࡿࡇ࡜࡟ὀពࡉࢀ

ࡓ࠸ࠋ᪉❧ቨ࡟ࡘ࠸࡚ࡣ㸪ᑠࡉ࠸ኚᙧゅ࡛ࡏࢇ᩿ࡦࡧ๭ࢀࡀ⏕ࡌ㸪኱ࡁ࡞ᦆയࡀ⏕ࡌࡿྍ⬟ᛶࡀ࠶ࡿࡓࡵ㸪Ỉᖹࢫࣜࢵࢺ࡟ࡼࡾᯫᵓ࠿ࡽษ
ࡾ㞳ࡍࡇ࡜࡜ࡋࡓࠋࡲࡓ㸪᪉❧ቨ௨እࡢ඲࡚ࡢቨࡀᰕᱱ࡟ྲྀࡾ௜ࡃ
ࡇ࡜࡟ࡼࡾ㒊ᮦࡀ▷ࢫࣃࣥ໬ࡍࡿࡓࡵ㸪㒊ᮦࡀ㈇ᢸࡍࡿࡏࢇ᩿ᛂຊ
ᗘࡀୖ᪼ࡋ㸪ៅ㔜࡞ࡏࢇ᩿タィࡀᚲせ࡜࡞ࡿࠋFig.2 Specimen and test set up࡟ᑐࡍࡿ᩿㠃タィࢆ⾜ࡗࡓࠋᰕ࣭ᱱ࡟ࡘ࠸࡚ࡣ㸪ቨࢆ↓ど㸦㔜㔞ࡣ
Fig.1 Concept of proposed damage control design⪃៖㸧ࡋࡓ⣧ࣇ࣮࣒ࣞ࡟࠾࠸୍࡚ḟタィ⏝እຊ㸦C0=0.2㸧࡟ᑐࡋ࡚ᒙ㛫ኚᙧゅࡀ 1/200rad.௨ୗ㸪⤊ᒁ᫬ࡢ 1 㝵ᒙࡏࢇ᩿ຊಀᩘࡀ 0.3 ࢆ᭷ࡍࡿࡼ࠺࡟᩿㠃࠾ࡼࡧ㓄➽ࢆ᳨ウࡋ࡚࠾ࡾ㸪᪤ሗ 2㸧ࡢヨ㦂య࡜ྠ ᐇ㦂ィ⏬୍ࡢタィ᮲௳࡜ࡋࡓࡀ㸪2 㝵௨ୖࡢᰕ୺➽ࡢ㗰✀ࢆ SD390 ࠿ࡽ ヨ㦂యᴫせ
Fig.2 ࡟ヨ㦂యᙧ≧࡜ຍຊ⿦⨨ࡢྲྀ௜ࡅ≧ἣࢆేࡏ࡚♧ࡍࠋヨ㦂SD345 ࡟ኚ᭦ࡋ࡚࠸ࡿࠋ࡞࠾㸪ᰕ࣭ᱱࡢࡏࢇ᩿⿵ᙉ➽ࡣ඲࡚⁐᥋㛢

యࡣ 21 ࢫࣃࣥ㸪ᐇ኱ 5 ᒙ RC 㐀ᯫᵓ࡛࠶ࡾ㸪᱆⾜᪉ྥࡣ⿇ቨ࣭㙐ᆺ࡜ࡋࡓࠋ

⭜ቨ࣭ᆶࢀቨ௜ࡁᯫᵓ㸪ᙇ㛫᪉ྥࡣ⣧࣮࣓ࣛࣥᯫᵓ࡛࠶ࡿࠋ㝵㧗ࡣ ࢫࣛࣈ࡟ࡘ࠸࡚ࡣཌࡉ 200mm ࡜ࡋ㸪᱆⾜᪉ἲࡢ㓄➽ࡣୖ➃➽࠾

3.5m㸪ᘓ≀㧗ࡉࡣ 18.7m㸪ࢫࣃࣥ㛗ࡉࡣ 6m ࡛࠶ࡾ㸪ᇶ♏ࢫࢱࣈࡣࡼࡧୗ➃➽ඹ࡟ D10 ࢆ 150mm 㛫㝸㸪ᙇ㛫᪉ྥࡣୖ➃➽࡟ D10 ࠾཯ຊᗋ࡟ PC 㗰Წ࡛ᅛᐃࡉࢀ࡚࠸ࡿࠋ᱆⾜᪉ྥࡢ 2 ᵓ㠃࡟ࡣᑐ⛠࡟ࡼࡧ D13 ࢆ஺஫࡟ 150mm 㛫㝸࡛㓄➽ࡋ㸪ୗ➃➽ࡣ D10 ࢆ 150mm

2 ✀㢮ࡢ❆ᆺ㛤ཱྀ㸦2.0m1.8m㸪1.0m1.8m㸧ࢆタࡅ࡚࠾ࡾ㸪㛤㛫㝸࡛㓄➽ࡋࡓࠋ࡞࠾㸪ࢫࣛࣈࡢ௙ᵝࡣ᪤ሗ 2㸧ࡢヨ㦂య࡜ྠ୍࡛࠶

ཱྀ࿘ẚࡣ 0.51 ࡛࠶ࡿࠋ᪤ሗࡿࠋ2㸧

ࡢヨ㦂య࡜඲యᙧ≧ࡣྠࡌ࡛࠶ࡿࡀ㸪ቨ㒊ศࡢ㓄➽ヲ⣽࠾ࡼࡧࢫࣜࢵࢺࡢ఩⨨ࡀ␗࡞ࡗ࡚࠸ࡿࠋ ⿇ቨ௜ࡁᰕ࠾ࡼࡧ⭜ቨ࣭ᆶࢀቨ௜ࡁᱱ࡟ࡘ࠸࡚ࡣ㸪⿇ቨࡢᙇฟࡋ

 㒊ᮦ᩿㠃࡜㓄➽࠾ࡼࡧ౑⏝ᮦᩱ㛗ࡉ࠾ࡼࡧ⭜ቨ㧗ࡉࢆ 700mm ࡜ࡋ㸪ᆶࢀቨ㧗ࡉࢆ 300mm ࡜ࡋࡓࠋ Fig.3 ࡟ቨ௜ࡁᰕ࠾ࡼࡧቨ௜ࡁᱱࡢ㓄➽ヲ⣽ᅗࢆ㸪Fig.4 ࡟㒊ᮦ᩿࠸ࡎࢀࡶቨཌࡣ 200mm ࡛࠶ࡾ㸪ቨ୺➽㸦ྲྀࡾ௜ࡃᰕ㸪ᱱࡢ㍈࡟ἢ㠃ᅗࢆࡑࢀࡒࢀ♧ࡍࠋᮏᐇ㦂࡛ࡣከࢫࣃࣥᵓ㐀≀ࡢ⌧ᐇⓗ࡞ᶆ‽᩿ࡗࡓ㕲➽㸧ࡣ D10@200mm ࡢࢲࣈࣝ㓄➽ࢆᇶᮏ࡜ࡋ㸪ቨ➃㒊࡟ࡣ 4-㠃࡟࠶ࢃࡏ࡚㸪ᙇ㛫᪉ྥࡢᨭ㓄ᗋ㠃✚ࢆ 2 ಸ࡜ࡋ࡚᝿ᐃࡉࢀࡿ㔜㔞

D16 ࡢ㛤ཱྀ⿵ᙉ➽ࢆ㓄➽ࡋࡓࠋ࡞࠾㸪ቨ➃㒊ࡣ඲࡚㛢㙐ᆺ㕲➽࡟ࡼ

─ 260 ─

2022-02-10T12:03:48.584山口佳春

VW㹼QGVWRU\UG㹼WKVWRU\&ROXPQV

Shear reinforcement 2-D10@200
6KHUDUHLQIRUFHPHQW'#





%HDPV

6KHDUUHLQIRUFHPHQW'#
Shear reinforcement 2-D10@100

0DLQEDU' 6'
+RRSV' 6'$WKIORRU5RRI(a) Columns with wing walls (4th㹼5th floor) and beams withspandrel walls (5th and Roof floor)

0DLQEDU' 6'
+RRSV' 6'$QG㹼WKIORRU





0DLQEDU' 6'
6WLUUXSV' 6'$

0DLQEDU' 6'
6WLUUXSV' 6'$(a) Columns and beams

&ROXPQZLWKZLQJZDOOV%HDPZLWKVSDQGUHOZDOOV

7LHEDUV '
2SHQLQJUHLQIRUFHPHQW'(QFORVHGKRRSV '

Fig.3 Bar arrangement of columns with wing walls and beams
with spandrel walls

(QFORVHGKRRSV '
2SHQQLQJUHLQIRUFHPHQW '









(b) Columns with wing walls (1st㹼3rd floor) and beams withspandrel walls (2nd㹼4th floor)

2SHQLQJUHLQIRUFHPHQW '(QFORVHGKRRSV 'ࡾᣊ᮰ࡍࡿࡇ࡜࡜ࡋ㸪⭜ቨ㸪ᆶࢀቨ࡛ࡣቨ୺➽ࡢ୍㒊ࢆྵࡵ࡚ᣊ᮰
ࡋ࡚࠸ࡿࠋቨࡢࡏࢇ᩿⿵ᙉ➽ࡣ D10 ࡢࢲࣈࣝ㓄➽ࢆᇶᮏ࡜ࡋ㸪⿇ቨ(b) Column with wing walls and beam with spandrel walls࡛ࡣ➃㒊࡟ 180rࣇࢵࢡࢆタࡅ࡚ᐃ╔ࡋ㸪ᰕ᩿㠃ෆ࡛ࡣ┤⥺ᐃ╔࡜

Fig.4 Section of membersࡋࡓࠋࡲࡓ㸪ᖜṆࡵ➽ࢆ⏝࠸࡚඲࡚ࡢቨ୺➽ࢆᣊ᮰ࡋࡓࠋ
⭜ቨ㸪ᆶࢀቨࡢࡏࢇ᩿⿵ᙉ➽㸦U Ꮠ➽㸧ࡣ㸪⿇ቨഃࡢ㓄➽ࢆඃඛࡋ࡞࠸ࡇ࡜ࢆ☜ㄆࡋࡓࠋࡲࡓ㸪ቨ᩿㠃࡟ࡘ࠸࡚ࡣ㸪ྛቨ➃ࣇ࢙࢖ࢫࡋ㸪⭜ቨ㸪ᆶࢀቨ୺➽ࡢෆഃ࡟㓄➽ࡋ㸪⭜ቨෆ࡟࠾࠸࡚㔜ࡡ⥅ᡭ࡜఩⨨࡟㝆అࣄࣥࢪࢆ௬ᐃࡋࡓሙྜࡢ᭤ࡆ㝆అᶵᵓࢆ᭷ࡍࡿᯫᵓࡢ⤊ࡋࡓࠋ࡞࠾㸪ቨࡢࡏࢇ᩿⿵ᙉ➽㛫㝸ࡣ 1㹼3 㝵ࢆ 100mm㸪4㹼5 㝵ᒁ᫬ࡢᶆ‽ࡏࢇ᩿ຊಀᩘࡀ 0.55 ௨ୖ࡜࡞ࡿࡼ࠺࡟タᐃࡋ࡚࠸ࡿࠋ࡞

ࢆ 200mm ࡜ࡋࡓ㸦᪤ሗ 2㸧ࡢヨ㦂య࡛ࡣ 1 㝵⿇ቨࡢࡳ 100mm 㛫࠾㸪ᔂቯᙧ࡟ࡘ࠸࡚ࡣ㸪ᐇ㦂๓࡟㦵⤌ࡳࣔࢹࣝ࡟ࡼࡿ㠀⥺ᙧቑศゎ㝸㸧ࠋᯒࢆ⾜࡞ࡗࡓ⤖ᯝ㸪ୗ 3 ᒙࡢ㒊ศᔂቯᙧࡀ᝿ᐃࡉࢀࡓࠋ ྛቨ௜ࡁ㒊ᮦ࡟ࡘ࠸࡚ࡣ㸪᭤ࡆ⤊ᒁᙉᗘ࠾ࡼࡧࡏࢇ᩿⤊ᒁᙉᗘࢆᵓ㐀㛵ಀᢏ⾡ᇶ‽ゎㄝ᭩

3㸧࡟ᇶ࡙࠸࡚ィ⟬ࡋ㸪⤊ᒁ᫬࡟ࡏࢇ᩿◚ቯ

 Table.1 ࡟ヨ㦂య࡟౑⏝ࡋࡓ㕲➽࠾ࡼࡧࢥࣥࢡ࣮ࣜࢺࡢᮦᩱヨ㦂⤖ᯝࢆ♧ࡍࠋࢥࣥࢡ࣮ࣜࢺࡣ࿧ࡧᙉᗘࢆ 27 ࡜ࡋ㸪ᅽ⦰ᙉᗘヨ㦂ࡣ

Table 1 Material test results
Steel bar
Wall reinforcement
Enclosed Hoops
Slab reinforcement
D10 (SD295A)
D10 (SD295A)

Used position
Type of Steel bar
2

Yield stress (N/mm )2

Tensile strength (N/mm )Hoops of columns
Stirup of beams
D13 (SD295A)

Longitudinal bar ofcolumns and beams
D25 (SD345)

Opening
reinforcement

Slabreinforcement

D16 (SD345)

D13 (SD295A)

349

352

391

331

423

348

485

509

562

480

591

500

Concrete
1st story
2nd floor

Foundation

Used position
Compressive strength2(N/mm )

2Young's modulus (N/mm )Split-tearing tensile2

strength (N/mm )2nd story
3rd floor

3rd story
4th floor

4th story
5th floor

5th story
Roof

41.1

30.2

36.8

34.5

28.5

30.2

4

2.93㽢104

2.68㽢104

2.86㽢104

2.72㽢1042.74㽢10

2.52㽢10

3.59

2.72

3.37

3.27

2.57

2.72

4

─ 261 ─

2022-02-10T12:03:48.584山口佳春


10000

࠿ࡽ 5 ᒙࡲ࡛ 6 ᅇ࡟ศࡅ࡚ᐇ᪋ࡋࡓࠋᡴ⥅ࡂ㠃ࡣ࣡࢖࣮ࣖࣈࣛࢩ➼



8000

࡛ࣞ࢖ࢱࣥࢫࢆ㝖ཤࡋ㸪⢒㠃໬ࡍࡿ࡜࡜ࡶ࡟㸪ୖ㒊ࡢࢥࣥࢡ࣮ࣜࢺ



6000

ᡴタ┤๓࡟ࡣ⦆ࢇࡔ㦵ᮦࡸࡈࡳࢆྲྀࡾ㝖࠸ࡓࠋ



4000

 ຍຊ᪉ἲ࠾ࡼࡧィ᪉ἲ

Base shaer (kN)㍕Ⲵᐇ㦂㛤ጞ᪥࡟ᐇ᪋ࡋࡓࠋ࡞࠾㸪ࢥࣥࢡ࣮ࣜࢺࡢᡴタࡣ㸪ᇶ♏㒊Calculation value atthe base shear
coefficient 0.3 of thebare frame2000

 ᮏᐇ㦂࡛ࡣ㸪࢔ࢡࢳ࢚࣮ࣗࢱࡢྎᩘ࡜ᐜ㔞ࡢไ⣙࠿ࡽ㸪Fig.2 ࡟♧ࡋࡓࡼ࠺࡟ R 㝵࡟ 4 ᶵ㸪4 㝵࡟ 6 ᶵࡢ࢔ࢡࢳ࢚࣮ࣗࢱࢆヨ㦂య୰ኸᵓ㠃ࡢ┤஺ᱱ㒊ศ࡟タࡅࡓຍຊࢫࢱࣈ࡟ྲྀ௜ࡅ㸪R 㝵࡜ 4 㝵ࡢ 2 Ⅼ



-2000

࡛㍕Ⲵࡍࡿ᪉ἲࢆ᥇⏝ࡋࡓࠋ࡞࠾㸪ࢫࣛࣈୖୗࡢ࢔ࢡࢳ࢚࣮ࣗࢱྲྀ



-4000

௜ࡅ఩⨨ࡣ㸪ຍຊⰺࡀࢫࣛࣈཌࡉ୰ᚰ࡟୍⮴ࡍࡿࡼ࠺࡟ㄪᩚࡋࡓࠋ



-6000

 እຊศᕸᙧࡣ㸪ヨ㦂య⬮㒊࡛ࡢᒙࡏࢇ᩿ຊ࡜㌿ಽ࣮࣓ࣔࣥࢺࢆ㏫



-8000
-10000-2.0

0୕ゅᙧศᕸእຊ࡜ྜࢃࡏࡿࡇ࡜࡜ࡋ㸪R 㝵㸸4 㝵㸻1㸸2 ࡢእຊẚ⋡࡜ࡋࡓࠋ㍕Ⲵࡣ㸪 R 㝵ࡢຍຊⰺ఩⨨ࡢࢹ࢕ࢪࢱࣝኚ఩ィࡢỈᖹኚ఩ࢆᇶ♏ୖ㠃࠿ࡽࡢ㧗ࡉ࡛㝖ࡋࡓኚᙧゅ㸦௦⾲ኚᙧゅ㸧ࢆ┠ᶆ್࡜ࡋ࡚㸪s0.0625%㸦1 ᅇ㸧㸪s0.125%㸦1 ᅇ㸧㸪s0.25%㸦2 ᅇ㸧㸪s0.5%㸦2 ᅇ㸧㸪s1.0%㸦2 ᅇ㸧㸪s2.0%㸦2 ᅇ㸧ࡢṇ㈇஺␒₞ቑ㍕Ⲵ㸦࢔ࢡࢳ࢚࣮ࣗࢱࡀᘬᙇ࡜࡞ࡿ᪉ྥࢆṇഃ㸧࡜ࡋࡓࠋ࢔ࢡࢳ࢚࣮ࣗࢱࡢ

ไᚚ᪉ἲ࡟ࡘ࠸࡚ࡣ㸪0.0625%㹼0.25%ࡲ࡛ࡣ㸪R 㝵ࢫࣛࣈୗࡢ 2 ᶵ

 Total drift

Specimen of
this paper
Specimen ofreference 2)
-1.5

-1.0

-0.5 0.0 0.5
Total drift (%)

1.0

1.5

2.0

Fig.5 Base shear – total drift relationships
Table 2 Transition of base shear at each drift angle
Base shear (kN)
Loading side Specimen of Specimen of
this paper
reference 2)
(䠇)
2621
1279
(䠉)
-2805
-1436
(䠇)
3914
1979
(䠉)
-4024
-1976
(䠇)
5767
2835
(䠉)
-5731
-2850
(䠇)
7684
3781
(䠉)
-7629
-3729

magnification(%)

1.00㸪4 㝵ࡢ 6 ᶵࡣⲴ㔜ẚ 1.33 ࡢ㐃ືไᚚ㸦Ⲵ㔜ࢫ࣮ࣞࣈ㸧࡜ࡋࡓࠋ

0.5%࠿ࡽࡣ㸪R 㝵ࢫࣛࣈୗࡢ 1 ᶵࢆࢹ࢕ࢪࢱࣝኚ఩ィ್ࡢኚ఩ไᚚ

0.0625࡟ࡼࡿ࣐ࢫࢱ࣮ᶵ࡜ࡋ㸪R 㝵ࡢ௚ࡢ 3 ᶵࡣⲴ㔜ẚ 1.00㸪4 㝵ࡢ 6 ᶵࡣⲴ㔜ẚ 1.33 ࡢ㐃ືไᚚ㸦Ⲵ㔜ࢫ࣮ࣞࣈ㸧࡜ࡋࡓࠋ࡞࠾㸪㸫0.5%ࡢ



0.25

2 ࢧ࢖ࢡࣝ┠ࡢ㝖Ⲵ᫬࡟࣐ࢫࢱ࣮ᶵ࡟୙ලྜࡀ⏕ࡌ㸪ࢹ࢕ࢪࢱࣝኚ



0.5఩ィ್࡟ࡼࡿኚ఩ไᚚࡀ㞴ࡋࡃ࡞ࡗࡓࡓࡵ㸪ࡇࢀ௨㝆ࡣ㸪R 㝵ࡢ Y0ᵓ㠃ഃࡢୖୗ 2 ᶵࢆ࢔ࢡࢳ࢚࣮ࣗࢱෆ㒊ኚ఩ࡢኚ఩ไᚚ࡟ࡼࡿ࣐ࢫ

 Ⲵ㔜ኚᙧ㛵ಀ࠾ࡼࡧኚᙧ࣮ࣔࢻ

ࢱ࣮ᶵ࡜ࡋ㸪R 㝵ࡢ௚ࡢ 2 ᶵࢆⲴ㔜ẚ 1.00㸪4 㝵ࡢ 6 ᶵࢆⲴ㔜ẚ

Fig.5 ࡟ 1 㝵ᒙࡏࢇ᩿ຊ㸫඲యኚᙧゅ㛵ಀࢆ♧ࡍࠋ࡞࠾㸪ᅗ୰࡟ࡣ

1.33 ࡢ㐃ືไᚚ㸦Ⲵ㔜ࢫ࣮ࣞࣈ㸧࡜ࡍࡿไᚚ᪉ἲ࡟ኚ᭦ࡋࡓࠋࡇࡢ

᪤ሗ 2㸧ࡢᐇ㦂್࠾ࡼࡧቨࢆ↓ど㸦㔜㔞ࡣ⪃៖㸧ࡋࡓ⣧ࣇ࣮࣒ࣞࡢᒙ

ኚ᭦࡟క࠺ไᚚࡢᏳᐃᛶࢆ☜ㄆࡍࡿࡓࡵ࡟㸪0.5%࡛ࡣ 3 ࢧ࢖ࢡࣝ┠ࡏࢇ᩿ຊಀᩘ 0.3 ࡟ᑐᛂࡍࡿィ⟬್ࢆẚ㍑ࡋ࡚♧ࡋ࡚࠸ࡿࠋࡲࡓ㸪ࡢ㍕Ⲵࢆᐇ᪋ࡋ࡚࠸ࡿࠋ

Table.2 ࡣ඲యኚᙧゅ 0.5%ࡲ࡛ࡢྛຍຊࢧ࢖ࢡࣝࡢࣆ࣮ࢡ᫬ࡏࢇ᩿

ࢆⲴ㔜ไᚚ࡟ࡼࡿ࣐ࢫࢱ࣮ᶵ࡜ࡋ㸪R 㝵ࢫࣛࣈୖࡢ 2 ᶵࡣⲴ㔜ẚ

0.125

2.05
1.95
1.98
2.04
2.03
2.01
2.03
2.05

ࡣ㸪Y0 ᵓ㠃ࡢࡳ࡛⾜ࡗࡓࠋᯫᵓࡢ⤯ᑐỈᖹኚຊࢆẚ㍑ࡋ࡚♧ࡋࡓࡶࡢ࡛࠶ࡿࡀ㸪ྛࢧ࢖ࢡࣝ᫬࡟࠾࠸࡚㸪ᮏᐇ㦂఩ࡣ㸪ヨ㦂య໭ഃࡢ཯ຊቨ࡜ヨ㦂య༡ഃ࡟タ⨨ࡋࡓ୙ືⅬࢱ࣮࣡࠿್ࡣ᪤ሗ 2)ࡢᐇ㦂್ࡢᴫࡡ 2 ಸ⛬ᗘࡢ⪏ຊࢆ♧ࡋ࡚࠸ࡿࡇ࡜ࡀࢃ࠿

ࡽྛᒙ 4 ྎ㸦ྜィ 20 ྎ㸧ࡢኚ఩ィࢆ⏝࠸࡚ィࡋࡓࠋ࡞࠾㸪ྛᒙࡿࠋࡲࡓ㸪ᮏᐇ㦂࡛ࡣ㸪ṇഃ࡛௦⾲ኚᙧゅ 0.74%᫬࡟+8291kN㸪㈇ࡢỈᖹኚ఩ࡣᱱࡢ㍈ఙࡧኚᙧࢆ⪃៖ࡋ㸪໭ഃ㸦X0㸧࡜༡ഃ㸦X2㸧ࡢഃ࡛-0.83%᫬࡟-8020kN ࡢ᭱኱⪏ຊࢆ♧ࡋ࡚࠾ࡾ㸪ࡇࢀࡽࡣ㸪ቨࢆኚ఩ࡢᖹᆒ್ࢆ᥇⏝ࡋࡓࠋࡲࡓ㸪ヨ㦂య୰ᰕ㸦X1㸧࡛ࡣ㸪ୖୗᒙࡢ↓ど㸦㔜㔞ࡣ⪃៖㸧ࡋࡓ⣧ࣇ࣮࣒ࣞࡢᒙࡏࢇ᩿ຊಀᩘ 0.3 ࡟ᑐࡍࡿ ᮏᐇ㦂࡟࠾ࡅࡿィࡋ㸪ୖグࡢỈᖹኚ఩ࡢጇᙜᛶࢆ᳨ドࡋ࡚࠸ࡿࠋ

ィ⟬್ࡢࡑࢀࡒࢀ 3.20 ಸ㸪3.09 ಸ࡛࠶ࡾ㸪⿇ቨ࡟ຍ࠼㸪⭜ቨࡸᆶࡉࡽ࡟㸪඲࡚ࡢᰕᱱ㒊ᮦࡢ㒊ᮦゅ࠾ࡼࡧ㍈ኚᙧࢆ㸪ྛ⠇Ⅼ㛫ࡢ┦ᑐࢀቨࢆά⏝ࡍࡿࡇ࡜࡛㸪ᴟࡵ࡚㧗࠸ᙉᗘࢆ☜ಖ࡛ࡁࡿࡇ࡜ࡀ☜ㄆࡉ

ኚ఩ࢆィ

ࢀࡓࠋ

┦ᑐỈᖹኚ఩ࢆィࡍࡿࡇ࡜࡟ࡼࡾồࡵ㸪1㹼2 㝵࡟࠾࠸࡚ࡣᰕ㸪ᱱ㸪⿇ቨ㸪⭜ቨ࠾ࡼࡧᆶࢀቨࡢࡏࢇ᩿ኚᙧ࡜᭤ࡆኚᙧࢆヲ⣽࡟ィࡋࡓࠋ㕲➽ Fig.6 ࡟ྛຍຊࢧ࢖ࢡࣝࣆ࣮ࢡ᫬࡟࠾ࡅࡿᒙ㛫ኚᙧゅศᕸࢆ㸪ࡣ㸪ᰕ࠾ࡼࡧᱱࡢࣄࣥࢪ᝿ᐃ఩⨨࡟࠾ࡅࡿ୺➽ࡢࡦࡎ

Fig.7 ࡟ 0.5%ຍຊࢧ࢖ࢡࣝ᫬ࡢ㕲➽㝆అ≧ἣࢆࡑࢀࡒࢀ♧ࡍࠋFig.6ࡳ㸪㛤ཱྀ㒊୰ᚰ⥺ୖࡢᰕ࠾ࡼࡧᱱࡢࡏࢇ᩿⿵ᙉ➽ࡢࡦࡎࡳ㸪᥋ྜ㒊࡛ࡣ㸪௦⾲ኚᙧゅ 0.5%ࡲ࡛ࡣ 3 㝵ࡢᒙ㛫ኚᙧゅࡀ᭱኱್ࢆ♧ࡋ࡚㏆ഐ࡟࠾ࡅࡿ⿇ቨ࣭⭜ቨ࣭ᆶࢀቨࡢ⦪ᶓ➽࠾ࡼࡧ➃㒊ᣊ᮰➽ࡢࡦࡎ࠾ࡾ㸪ࡑࢀ௨㝆ࡢኚᙧ࡛ࡣ 2 㝵ࡢᒙ㛫ኚᙧゅࡀ᭱኱್ࢆ♧ࡋ࡚࠸ࡿࠋ

ࡳ㸪ᱱ➃࠾ࡼࡧ⿇ቨ➃఩⨨࡟࠾ࡅࡿࢫࣛࣈ➽ࡢࡦࡎࡳࢆィࡋࡓࠋࡲࡓ㸪ᮏヨ㦂యࡣ㸪ṇഃ࣭㈇ഃ࡜ࡶ࡟௦⾲ኚᙧゅ 1.0%ຍຊࢧ࢖ࢡࣝ

ࡣ໭ഃࡢ 1 ࢫࣃࣥ㸦X0㸫X1㸧ࡢࡳ࡛ᐇࡲ࡛ࡣ㢧ⴭ࡞⪏ຊపୗࡣぢࡽࢀ࡞࠿ࡗࡓࡀ㸪ࡑࢀ௨㝆ࡢኚᙧ࡛ࡣ⿇᪋ࡋ࡚࠸ࡿࠋࡦࡧ๭ࢀࡢほᐹࡣ Y0 ᵓ㠃ᐊෆഃ࠾ࡼࡧࢫࣛࣈୖ㠃࡛ቨ࡜⭜ቨ࠾ࡼࡧ⿇ቨ࡜ᆶࢀቨࡢ஺ᕪ㒊ศ࡟࠾ࡅࡿᅽቯࡢ㐍⾜࡟క࠸ࡢࡦࡎࡳィ࡞࠾㸪ࢫࣛࣈ➽ࡢࡦࡎࡳィᐇ᪋ࡋࡓࠋྛຍຊࢧ࢖ࢡࣝࡢࣆ࣮ࢡ᫬࠾ࡼࡧ㝖Ⲵ᫬࡟ࡦࡧ๭ࢀⓎ⏕⪏ຊపୗࡀ⏕ࡌ࡚࠸ࡿࠋ࡞࠾㸪Fig.6 ࠾ࡼࡧ Fig.7 ࡼࡾ㸪ᮏヨ㦂య࡛఩⨨ࡢほࡣୗ 3 ᒙ࡟ኚᙧࡀ㞟୰ࡍࡿኚᙧ࣮ࣔࢻࢆ♧ࡋ࡚࠸ࡿࠋ

ࢆ⾜࠺࡜࡜ࡶ࡟㸪2 ᅇ┠ࡢ㍕Ⲵ᫬࡟ࡣ㸪ࣆ࣮ࢡ᫬࠾ࡼࡧ

㝖Ⲵ᫬ࡢࡦࡧ๭ࢀᖜࢆࢡࣛࢵࢡࢫࢣ࣮࡛ࣝィࡋࡓࠋᆅ㟈ືࡢ୙☜ᐇᛶࡢほⅬ࠿ࡽࡣ㸪ᘓ⠏≀࡟ࡣ୍ᐃ⛬ᗘࡢ෕㛗ᛶࢆ௜ຍࡍ࡭ࡁ࡛࠶ࡾ㸪⌮᝿ⓗ࡟ࡣ඲యᔂቯᙧࡀᙧᡂࡉࢀ㸪ኚᙧ࡟ࡼࡿ ᐇ㦂⤖ᯝ

─ 262 ─෕㛗ᛶࡀ☜ಖࡉࢀࡿࡇ࡜ࡀᮃࡲࡋ࠸ࡀ㸪ࡇࡇ࡛ᥦ᱌ࡋ࡚࠸ࡿẚ㍑ⓗ2022-02-10T12:03:48.584山口佳春
๛ᙉ࡞⿇ቨ࣭⭜ቨ࣭ᆶࢀቨࢆ᭷ࡍࡿᯫᵓᙧᘧ࡛ࡣ㸪ረᛶኚᙧ᫬࡟ྛ

ࡢᙳ㡪࡟ࡼࡿࡦࡧ๭ࢀࡀⓎ⏕ࡋࡓࠋ௦⾲ኚᙧゅ 0.25%᫬࡟ࡣ㸪1㹼3

ቨࡢ஺ᕪ㒊࡟ᅽቯࡀ⏕ࡌ࡚⪏ຊపୗࡀ⏕ࡌࡿࡇ࡜࡟࡞ࡿࡓࡵ㸪඲య㝵ࡢ⿇ቨ࣭⭜ቨࡢࡦࡧ๭ࢀࡀࡉࡽ࡟ከᩘⓎ⏕ࡋ㸪ࡑࡢࡦࡧ๭ࢀࡢ㐍ᔂቯᙧࢆಖドࡍࡿࡇ࡜ࡣ⌧≧࡛ࡣ㞴ࡋ࠸ࠋࡑࡇ࡛㸪ቨࢆ↓ど㸦㔜㔞ᒎ࡜࡜ࡶ࡟እᰕ࠾ࡼࡧᱱࡢ᭤ࡆࡦࡧ๭ࢀࡀⓎ⏕ࡋࡓࠋࡲࡓ㸪2㸪3 㝵ࡣ⪃៖㸧ࡋࡓ⣧ࣇ࣮࣒ࣞ࡟ᑐࡋ࡚㸪⤊ᒁ᫬࡟ 1 㝵ᒙࡏࢇ᩿ຊಀᩘࡀ

ࡢእᰕࡢ㍈ᘬᙇ࡟ࡼࡿࡦࡧ๭ࢀ࠾ࡼࡧ 2㹼4 㝵ࡢࢫࣛࣈࡢࡦࡧ๭ࢀ

0.3 ࢆ᭷ࡍࡿࡼ࠺࡟タィࡍࡿࡇ࡜࡜㸪ྛቨ௜ࡁ㒊ᮦ࡟ࡘ࠸࡚㸪᭤ࡆࡶቑຍࡋࡓࠋ4㸪5 㝵࡛ࡣ୺࡟⭜ቨࡢࡦࡧ๭ࢀࡀቑຍ㸪㐍ᒎࡋࡓࠋ௦

࡟ᇶ࡙⾲ኚᙧゅ 0.5%᫬࡟ࡣ㸪୺࡜ࡋ࡚ 2㸪3 㝵ࡢ⿇ቨ࣭⭜ቨࡢ᭤ࡆࡦࡧ๭

࠸࡚ィ⟬ࡋ㸪⤊ᒁ᫬࡟ࡏࢇ᩿◚ቯࡋ࡞࠸ࡇ࡜ࢆ☜ㄆࡍࡿࡇ࡜࡟ࡼࡾ㸪ࢀࡀ࠿࡞ࡾቑຍ㸪㐍ᒎࡋ㸪୰ᰕ࡛ࡣ᭤ࡆࡦࡧ๭ࢀࡀⓎ⏕ࡋࡓࠋ4㸪5࠶ࡿ⛬ᗘࡢ෕㛗ᛶࢆ☜ಖࡍࡿࡇ࡜ࡀ⌧ᐇⓗ࡛࠶ࡿ࡜⪃࠼ࡽࢀࡿࠋࡇ㝵࡛ࡣ⿇ቨ࣭⭜ቨ࣭ᆶࢀቨࡢࡦࡧ๭ࢀࡀቑຍ㸪㐍ᒎࡍࡿ࡜࡜ࡶ࡟ᱱ

ࡢ⪃࠼᪉࡟ᇶ࡙࠸࡚ Fig.5 ࢆぢࡿ࡜㸪᭱⤊ຍຊࢧ࢖ࢡ࡛ࣝ࠶ࡿ 2%ࡸᰕ࡟ࡶ᭤ࡆࡦࡧ๭ࢀࡀⓎ⏕ࡋࡓࠋࡲࡓ㸪1 㝵୰ᰕ࡛ࡣ㸪⿇ቨ࡜⭜⤊ᒁᙉᗘ࠾ࡼࡧࡏࢇ᩿⤊ᒁᙉᗘࢆᵓ㐀㛵ಀᢏ⾡ᇶ‽ゎㄝ᭩

3㸧ຍຊࢧ࢖ࢡࣝ㸦2 ᅇ┠㸧࡟࠾࠸࡚㸪ᴫࡡ඲యᔂቯᙧࡀᙧᡂࡉࢀࡓ᪤

ቨࡢ஺ᕪ㒊ࡢ࠿ࡪࡾࢥࣥࢡ࣮ࣜࢺ࡟ᅽቯࡀⓎ⏕ࡋࡓࠋ࡞࠾㸪ࢫࣛࣈሗ 2)ࡢᐇ㦂⤖ᯝ࡜ᴫࡡྠ➼ࡢ᚟ඖຊ≉ᛶࢆ♧ࡋ࡚࠸ࡿࠋࡍ࡞ࢃࡕ㸪ࡢࡦࡧ๭ࢀࡣ㸪3㹼5 㝵࡛ቑຍࡋࡓࡀ 2 㝵ᗋ࡛ࡣ࠶ࡲࡾኚ໬ࡣぢࡽࢀቨ࡟ⴭࡋ࠸ᦆയࡀⓎ⏕ࡋ࡚ࡶ㸪ᯫᵓࡣ㠌ᛶⓗ࡞ᣲືࢆಖᣢࡋ࡚࠾ࡾ㸪࡞࠿ࡗࡓࠋ௦⾲ኚᙧゅ 1.0%᫬࡟ࡣ㸪1㹼3 㝵࡟࠾࠸࡚⭜ቨ࡜⿇ቨ࠾࠶ࡿ⛬ᗘࡢ෕㛗ᛶࡣ☜ಖࡉࢀ࡚࠸ࡿࡶࡢ࡜⪃࠼ࡽࢀࡿࠋ

ࡼࡧᆶࢀቨ࡜⿇ቨࡢ஺ᕪ㒊ࡢᅽቯࡀ㐍ᒎࡋ㸪࠿ࡪࡾࢥࣥࢡ࣮ࣜࢺࡢ

5

Loading cycle
0.125%
0.25%
0.50%
1.00%
2.00%

Story

4

3

๤㞳⟠ᡤࡀቑ኱ࡋࡓࠋ௦⾲ኚᙧゅ 2.0%᫬࡟ࡣ㸪1 㝵ᰕࡢ⭜ቨ࡜⿇ቨࡢ஺ᕪ㒊࠾ࡼࡧ 2㸪3 㝵ᱱࡢ⭜ቨ࣭ᆶࢀቨ࡜⿇ቨࡢ஺ᕪ㒊࡟㍈㕲➽ࡢᗙᒅࡸ◚᩿ࢆక࠺ⴭࡋ࠸ᦆയࡀⓎ⏕ࡋࡓࠋ
Table 3 Residual crack width of 3rd floor
Total
drift (%)
0.25
0.5

Outer
column0.00
0.15

Residual crack width (mm)
Inner
Wing
Standing Hanging
Beam
column
wall
wall
wall
0.00
0.00
0.15
0.50
0.00
0.00
0.10
2.20
1.50
0.15

2

1

-4

-3

-2

-1

0

1

2

3

4

Story drift (%)

Fig.6 Distribution of story drift angle

Targeted crack for measurement(a) Cracking pattern near the part of maximum residual crack
width at 0.25% total drift. (3F)‫۔‬㸸Longitudinal reinforcement of beams
Ƒ㸸Longitudinal reinforcement of Columns
ż㸸Vertical reinforcement of wing wallsƔ㸸Longitudinal reinforcement of slabs
Fig.7 Yielding positions at +0.5% total drift ᦆയᛶ≧

Targeted crack for measurement ௦⾲ኚᙧゅ 0.125%᫬࡟ࡣ㸪ྛ㝵ࡢ㛤ཱྀ㝮ゅ㒊࡟࠾࠸࡚㸪⿇ቨ࣭⭜ቨ࣭ᆶࢀቨ࡟ࡦࡧ๭ࢀࡀⓎ⏕ࡋࡓࠋࡲࡓ 2㹼4 㝵࡛ࡣᱱ࡟᭤ࡆࡦࡧ
๭ࢀࡀⓎ⏕ࡍࡿ࡜࡜ࡶ࡟㸪ࡇࢀࡽࡢᱱ࡟ྲྀࡾ௜ࡃࢫࣛࣈ࡟ࡶ࡯ࡰ඲
ᖜ࡟ࢃࡓࡾࡦࡧ๭ࢀࡀⓎ⏕ࡋࡓࠋࡉࡽ࡟ 2㸪3 㝵ࡢእᰕ࡟ࡣ㍈ᘬᙇ(b) Cracking pattern near the part of maximum residual crack
width at 0.5% total drift. (3F)
Photo 1 Cracking pattern of the specimen

─ 263 ─

2022-02-10T12:03:48.584山口佳春
 Table.3 ࡟௦⾲ኚᙧゅ 0.25%࠾ࡼࡧ 0.5%᫬ࡢ 3 㝵࡟࠾ࡅࡿྛ㒊ᮦ

X0ࡢ᭱኱ṧ␃ࡦࡧ๭ࢀᖜࢆ㸪Photo.1 ࡟ࡇࢀࡽࡢ࠺ࡕ㸪᭱ࡶࡦࡧ๭ࢀ
ᖜࡀ኱ࡁ࠿ࡗࡓ㒊ᮦࡢࡦࡧ๭ࢀ≧ἣࢆࡑࢀࡒࢀ♧ࡍࠋ௦⾲ኚᙧゅ3000

ᙉᣦ㔪 5)࡟♧ࡉࢀ࡚࠸ࡿ㗰ᮦ⭉㣗ࡢほⅬ࠿ࡽࡢࡦࡧ๭ࢀࡢ㒊ᮦᛶ⬟࡬ࡢᙳ㡪࡟ࡼࡿホ౯ᣦᶆ࡟↷ࡽࡍ࡜㸪ሷᐖ࣭⭉㣗⎔ቃୗ࠾ࡼࡧ୍⯡Strain (ȝ)

0.25%㸦᭱኱ᒙ㛫ኚᙧゅ 0.34%㸧᫬࡟ࡣ㸪⭜ቨࡢ᭱኱ṧ␃ࡦࡧ๭ࢀ
ᖜࡀ 0.5mm ࡜࡞ࡗ࡚࠾ࡾ㸪ࢥࣥࢡ࣮ࣜࢺࡢࡦࡧ๭ࢀㄪᰝ㸪⿵ಟ࣭⿵ᒇእ⎔ቃୗ࡟࠾ࡅࡿᙳ㡪ᗘࡀ͆኱͇࡜ホ౯ࡉࢀ㸪⿵ಟࡀᚲせ࡜ุᐃ⥆౑⏝ᛶࡢほⅬ࠿ࡽࡣ㐣኱࡛࠶ࡿ࡜⪃࠼ࡽࢀࡿࠋࡋࡓࡀࡗ࡚㸪ᮏᯫ

Strain (ȝ)኱ᒙ㛫ኚᙧゅ 0.68㸣㸧᫬ࡢ⭜ቨ࠾ࡼࡧ⿇ቨࡢṧ␃ࡦࡧ๭ࢀᖜࡣ㸪⥅

1000

1000
0
-1000

Fig.8 Strain distributions of longitudinal reinforcements ofbeams (2F and 3F)

 Fig.8 ࡟௦⾲ኚᙧゅ 0.25%࠾ࡼࡧ 0.5%᫬࡟࠾ࡅࡿ 2㹼3 㝵ࡢ X0㹼
X1 ㏻ࡾࡢᱱ୺➽ࡢࡦࡎࡳศᕸࢆ㸪Fig.9 ࡟௦⾲ኚᙧゅ 0.25%࠾ࡼࡧ

+0.25%(north)+0.25%(south)+0.5%(north)ࡎࡳ࠿ࡽุ᩿ࡉࢀࡿᙎᛶ⠊ᅖࡢ㝈⏺ኚᙧࡣ㸪௦⾲ኚᙧゅ࡛ 0.25%㹼
0.5%ࡢ㛫࡟Ꮡᅾࡋ࡚࠸ࡿࡇ࡜࡟࡞ࡿࡀ㸪௦⾲ኚᙧゅ 0.25%᫬ࡢ X1㏻ࡾ 3 㝵ᱱࡢ⿇ቨࣇ࢙࢖ࢫ఩⨨ୗ➃➽ࡢᘬᙇࡦࡎࡳࡣ 1641ȣࢆ♧ࡋ࡚࠾ࡾ㸪Ᏻ඲ഃ࡟ホ౯ࡍࢀࡤ௦⾲ኚᙧゅ 0.25%㸦᭱኱ᒙ㛫ኚᙧゅ
0.34㸣㸧ࢆᙎᛶ㝈⏺ኚᙧ࡜ุ᩿ࡍࡿࡇ࡜ࡀጇᙜ࡛࠶ࡿ࡜⪃࠼ࡽࢀࡿࠋ

Face ofstanding wall୺➽ࡀ㝆అࡦࡎࡳ࡟㐩ࡋ࡚࠸ࡿࠋࡇࡢࡇ࡜࠿ࡽ㸪୺ᯫᵓࡢ୺➽ࡢࡦ

+0.5%(south)

-2000

0

2000
Strain (ȝ)

4000

-2000

0

2000
Strain (ȝ)

4000

1F-X0

Face ofhanging wallࡎࢀࡢ㒊఩ࡶ㝆అࡦࡎࡳ࡟㐩ࡋ࡚࠸࡞࠸ࡀ㸪௦⾲ኚᙧゅ 0.5%㸦᭱኱+0.5%(south)+0.25%(south)ᕸࢆࡑࢀࡒࢀ♧ࡍࠋ୺ᯫᵓ㸦ᰕ࣭ᱱ㸧ࡢ୺➽ࡢࡦࡎࡳศᕸࡢ᥎⛣ࢆᒙ㛫ኚᙧゅ 0.68%㸧᫬࡟ࡣ 2 㝵࠾ࡼࡧ 3 㝵ᱱࡢ⿇ቨࣇ࢙࢖ࢫ఩⨨ࡢ

+0.5%(north)+0.25%(north)

0.5%᫬࡟࠾ࡅࡿ 1㹼2 㝵ࡢ X0 ࠾ࡼࡧ X1 ㏻ࡾࡢᰕ୺➽ࡢࡦࡎࡳศほᐹࡍࡿ࡜㸪௦⾲ኚᙧゅ 0.25%㸦᭱኱ᒙ㛫ኚᙧゅ 0.34%㸧᫬࡟ࡣ࠸

2F-X1

2F-X0

Face ofhanging wallࡣ㸪௦⾲ኚᙧゅ 0.25㸣㸦᭱኱ᒙ㛫ኚᙧゅ 0.34㸣㸧⛬ᗘࡀጇᙜ࡛࠶ࡿ
 ୺ᯫᵓ㸦ᰕ࠾ࡼࡧᱱ㸧ࡢ୺➽ࡦࡎࡳᛶ≧

2F

2000

ᵓࡢ┠ᶆᛶ⬟࡛࠶ࡿ͆ᴫࡡᙎᛶࡢ≧ែ͇ࡀ☜ಖ࡛ࡁࡿኚᙧゅ࡜ࡋ࡚࡜⪃࠼ࡽࢀࡿࠋ

+0.25%(upper)+0.25%(lower)+0.5%(upper)+0.5%(lower)

0

3000

኱ṧ␃ࡦࡧ๭ࢀᖜࡀ 1.5mm ࡜࡞ࡾ㸪ࡉࡽ࡟⿇ቨࡢ᭱኱ṧ␃ࡦࡧ๭ࡍࡿࡼ࠺࡞ṧ␃ࡦࡧ๭ࢀࡣ⏕ࡌ࡚࠸࡞࠸ࡀ㸪௦⾲ኚᙧゅ 0.5㸣㸦᭱

3F

2000

-1000

ࡉࢀࡿࠋ௦⾲ኚᙧゅ 0.5%㸦᭱኱ᒙ㛫ኚᙧゅ 0.68%㸧࡟ࡣ㸪⭜ቨࡢ᭱
ࢀᖜࡀ 2.2mm ࡜࡞ࡗࡓࠋ࠸ࡎࢀࡢኚᙧ᫬࡟ࡶᰕࡸᱱ࡟ࡣ⿵ಟࢆせX1

Face of column
Face of wing wall

1F-X1

+0.25%(north)+0.25%(north)+0.25%(south)+0.25%(south)+0.5%(north)+0.5%(north) ⿕⅏ᗘホ౯

+0.5%(south)+0.5%(south)࠸ุ࡚ᐃࡉࢀࡿ⿕⅏ᗘ༊ศุᐃᇶ‽ 6)ࡢホ౯ἲ࡛ࡣ㸪ṧᏑ࢚ࢿࣝࢠ
࣮྾཰⬟ࢆ⟬ฟࡍࡿࡓࡵࡢᦆയᗘࡢᐃ⩏ࡀᙜ࡚ࡣࡲࡽ࡞࠸࡜⪃࠼ࡽࢀࡿࠋࡑࡇ࡛ᮏሗ࡟࠾࠸࡚ࡶ㸪᪤ሗ࡜ྠᵝ࡟ᐇ㦂࠿ࡽᚓࡽࢀࡓⲴ㔜-ኚᙧ㛵ಀ࠿ࡽ⪏㟈ᛶ⬟ṧᏑ⋡ R ࢆ┤᥋ồࡵ㸪⿕⅏ᗘホ౯ࢆ⾜࠺ࡇ࡜࡜ࡋࡓࠋලయⓗ࡟ࡣ㸪4.2 ࠾ࡼࡧ 4.3 ࡢᐇ㦂⤖ᯝࡢศᯒ࠿ࡽ㸪ᮏᯫᵓࡢᙎᛶ㝈⏺ኚᙧゅࡣ௦⾲ኚᙧゅ 0.25㸣㸦᭱኱ᒙ㛫ኚᙧゅ 0.34㸣㸧
࡛࠶ࡿ࡜ุ᩿ࡋࡓࠋࡇࡢᙎᛶ㝈⏺ኚᙧゅ࡟ᑐࡋ࡚㸪௨ୗࡢ᪉ἲ࡟ࡼ
ࡾᯫᵓ඲యࡢ⿕⅏ᗘࢆุᐃࡍࡿࠋ
ձ

Fig.5 ࡟♧ࡋࡓࡼ࠺࡟ᮏᯫᵓࡣ௦⾲ኚᙧゅ 1.0㸣⛬ᗘࡲ࡛ᴫࡡ⪏ຊపୗࡀ⏕ࡌ࡚࠾ࡽࡎ㸪ࡇࡢ᫬ࡢ᭱኱ᒙ㛫ኚᙧゅࡣ 2 㝵
ࡢ 1.42%࡛࠶ࡗࡓࡇ࡜࠿ࡽ㸪ࡇࡢኚᙧゅࢆ⤊ᒁኚᙧゅ࡜ᐃ⩏ࡋ㸪ࡇࡢኚᙧゅࡲ࡛ࡢໟ⤡⥺ࢆసᡂࡍࡿࠋ

ղ௦⾲ኚᙧゅ 0.25%㸦᭱኱ᒙ㛫ኚᙧゅ 0.34%㸧᫬࡟࠾ࡅࡿᒚ
Ṕᾘ㈝࢚ࢿࣝࢠ࣮Ed ࢆձࡢໟ⤡⥺ࢆ⏝࠸࡚ồࡵࡿࠋճṧᏑࡍࡿᒚṔ྾཰ྍ⬟࡞࢚ࢿࣝࢠ࣮Er ࢆձࡢໟ⤡⥺ࢆ⏝࠸࡚ồࡵࡿࠋ

─ 264 ─

-2000

0

2000
Strain (ȝ)

4000

-2000

0

2000
Strain (ȝ)

4000

Fig.9 Strain distributions of longitudinal reinforcements ofcolumns (1F and 2F)
Shear force (kN)࡟ά⏝ࡍࡿ RC 㐀ᯫᵓ࡟࠾࠸࡚ࡣ㸪ྛ㒊ᮦࡢṧ␃ࡦࡧ๭ࢀᖜ࡟ᇶ࡙

Face ofstanding wall

 ᪤ሗ 2㸧࡛ࡶ㏙࡭ࡓࡼ࠺࡟㸪⿇ቨ➼ࡢቨ㒊ᮦࢆᵓ㐀ቨ࡜ࡋ࡚✚ᴟⓗ

9000
8000
7000
6000
5000
4000
3000
Ed
2000
1000
0
0.00
0.25

Er

0.50

0.75
1.00
Story drift (%)

1.25

1.50

Fig.10 Evaluation of damage level by base shear – story drift
angle relationship2022-02-10T12:03:48.584山口佳春
մồࡵࡓ Ed ࠾ࡼࡧ Er ࢆ⏝࠸࡚㸪ୗᘧ㸦1㸧ࡼࡾ⪏㟈ᛶ⬟ṧᏑᵓࡢᛂ⟅ࡀ㸪ᮏሗࡢᐇ㦂࡛☜ㄆࡉࢀࡓᙎᛶ㝈⏺ኚᙧゅ㸦᭱኱ᒙ⋡ R ࢆồࡵࡿ ࠋ㛫ኚᙧゅ 0.34%㸧࡟཰ࡲࡿࡇ࡜ࢆ᣺ືྎᐇ㦂㸪㝈⏺⪏ຊィ⟬㸪

6)

Er
Er+Ed

   (1)       R=
    × 100          ᫬้Ṕᛂ⟅ゎᯒ➼࡟ࡼࡗ᳨࡚ドࡍࡿᚲせࡀ࠶ࡿࠋ ୖグࡢ᪉ἲ࡟ࡼࡾồࡵࡓໟ⤡⥺ࢆ Fig.10 ࡟♧ࡍࠋࡇࡢໟ⤡⥺࠿ࡽㅰ㎡

㸦1㸧ᘧࢆ⏝࠸࡚┤᥋⟬ᐃࡉࢀࡓ R ࡣ 95%࡛࠶ࡾ㸪⿕⅏ᗘ༊ศุᐃ ᮏᐇ㦂ࡣ㸪ᅜᅵ஺㏻┬⥲ྜᢏ⾡㛤Ⓨࣉࣟࢪ࢙ࢡࢺࠕ⅏ᐖᣐⅬᘓ⠏

㸦RӍ95㸣㸧࡜ุᐃࡉࢀࡓࠋࡍ࡞ᇶ‽ 6)࡟↷ࡽࡍ࡜⿕⅏ᗘࡣࠕ㍍ᚤࠖ

≀ࡢᶵ⬟⥅⥆ᢏ⾡ࡢ㛤Ⓨࠖ㸦ᖹᡂ 25㹼28 ᖺᗘ㸧࠾ࡼࡧᘓ⠏◊✲ᡤ㔜ࢃࡕ㸪኱ᆅ㟈᫬ࡢᛂ⟅ࢆ᭱኱ᒙ㛫ኚᙧゅ 0.34%௨ୗ࡟ᢚ࠼ࡿࡇ࡜ࡀ

Ⅼ◊✲ㄢ㢟ࠕᗇ⯋࣭㑊㞴᪋タ➼ࡢᆅ㟈ᚋࡢ⥅⥆౑⏝ᛶ☜ಖ࡟㈨ࡍࡿ

࡛ࡁࢀࡤ㸪ቨࡢ୍㒊࡟ከᑡࡢ⿵ಟࡣᚲせ࡛࠶ࡿࡀ㸪୺ᯫᵓ㸦ᰕ࠾ࡼ⪏㟈ᛶ⬟ホ౯ᡭἲࡢᵓ⠏ࠖ㸦ᖹᡂ 25㹼27 ᖺᗘ㸧ࡢඹྠ◊✲࡜ࡋ࡚ᖹࡧᱱ㸧ࡢ㕲➽ࡣ㝆అࡏࡎ㸪㧗࠸⥅⥆౑⏝ᛶࢆ☜ಖ࡛ࡁࡿࡶࡢ࡜⪃࠼

ᡂ 27 ᖺᗘ࡟ᐇ᪋ࡉࢀࡓࡶࡢ࡛࠶ࡿࠋᐇ㦂ィ⏬࡟࠶ࡓࡗ࡚ࡣ㸪⥲ࣉࡽࢀࡿࠋ࡞࠾㸪ᮏᐇ㦂࡟࠾ࡅࡿ᭱኱ᒙ㛫ኚᙧゅ 0.34%᫬ࡢ 1 㝵ࡢᒙࣟࡢࠕᦆയไᚚタィἲ࣭౑⏝Ᏻ඲ᛶ⡆᫆☜ㄆ⿦⨨ WGࠖ
㸦ጤဨ㛗㸸ສ

ࡏࢇ᩿ຊࡣ 5767kN ࡛࠶ࡾ㸪ᒙࡏࢇ᩿ຊಀᩘ࡛ 0.67 ࡟┦ᙜࡋ㸪ᘓ౑ᕝཎṇ⮧ྡྂᒇ኱Ꮫᩍᤵ㸧ࡢጤဨྛ఩࡟ከࡃࡢࡈຓゝࢆ㡬࠸ࡓࠋ⠏ᇶ‽ἲ࡟࠾ࡅࡿ࣮ࣝࢺ 3 ࡢタィ࡛᝿ᐃࡋ࡚࠸ࡿ᭱኱ࡢ Ds ࡛࠶ࡿᐇ㦂ࡢ㍕Ⲵ࠾ࡼࡧィ

0.55 ࢆୖᅇࡗ࡚࠸ࡿࠋࡇࡢᣦᶆࡣ㸪┤᥋ⓗ࡟ᯫᵓࡢᛂ⟅ኚᙧࢆಖドᡞ⏣ᘓタ࣭๓⏣ᘓタᕤᴗタィඹྠయ࡟ࡈ༠ຊࢆ㡬࠸ࡓࠋࡲࡓ㸪ࡦࡧࡍࡿࡶࡢ࡛ࡣ࡞࠸ࡀ㸪ಖ᭷Ỉᖹ⪏ຊィ⟬ࡢᯟ⤌ࡳࡢ୰࡛㸪㛫᥋ⓗ࡟๭ࢀィኚᙧࢆᑠࡉࡃᢚ࠼㸪㧗࠸⥅⥆౑⏝ᛶࢆ☜ಖࡍࡿࡓࡵࡢ୍ࡘࡢᣦᶆ࡜

⾰➟◊✲ᐊ㸪ᮾ໭኱Ꮫ ๓⏣◊✲ᐊ࡟ࡈ༠ຊ㡬࠸ࡓࠋࡇࡇ࡟グࡋ㸪ࡋ࡚᭷ຠ࡛࠶ࡿ࡜⪃࠼ࡽࢀࡿࠋ

ឤㅰࡢពࢆ⾲ࡋࡲࡍࠋ

1㸧

࡟࠾ࡅࡿ⪏

1)

㟈Ᏻ඲ᛶࡢ┠ᶆࣞ࣋ࣝϨ㢮࡜ྠ➼ࣞ࣋ࣝࡢᛶ⬟ࢆ㸪ච㟈࣭ไ᣺࡞࡝
ࡢඛ㐍ᢏ⾡ࢆ฼⏝ࡏࡎ㸪࠿ࡘ✵㛫ࡢ⮬⏤ᗘࡀ㧗࠸ࣇ࣮࣒ࣞ୺యࡢᯫ
ᵓᙧᘧ࡟ࡼࡗ࡚ᐇ⌧ࡍࡿࡓࡵ࡟㸪⿇ቨ࣭⭜ቨ࣭ᆶࢀቨࢆᵓ㐀ቨ࡜ࡋ࡚᭱኱㝈࡟ά⏝ࡋࡓᯫᵓᙧᘧ࡜ࡑࡢタィἲࡢࣉࣟࢺࢱ࢖ࣉࢆᥦ᱌ࡋ㸪ᐇ኱ 5 ᒙ❧యᯫᵓヨ㦂యࡢ㟼ⓗỈᖹຍຊᐇ㦂ࢆᐇ᪋ࡋ࡚㸪ᦆയ࡜ኚ2)ᙧࡢ㛵ಀࢆ᳨ウࡋࡓࠋᮏ᳨ウ࡟ࡼࡾ㸪௨ୗ࡟♧ࡍ▱ぢࡀᚓࡽࢀࡓࠋ
(1)᭱኱⪏ຊࡣ㸪ቨࢆ↓ど㸦㔜㔞ࡣ⪃៖㸧ࡋࡓ⣧ࣇ࣮࣒ࣞࡢ 1 㝵ࡢᒙࡏࢇ᩿ຊಀᩘ 0.3 ࡟ᑐᛂࡍࡿࡏࢇ᩿ຊィ⟬್࡟ᑐࡋ࡚㸪ṇຍຊഃ࡛ 3.24 ಸ㸪㈇ຍຊഃ࡛ 3.09 ಸࡢ್ࢆ♧ࡋ㸪ᴟࡵ࡚㧗࠸ᙉᗘࢆ☜ಖ࡛ࡁࡿࡇ࡜ࡀ☜ㄆࡉࢀࡓࠋ

(2)௦⾲ኚᙧゅ 1.0㸣ຍຊࢧ࢖ࢡࣝ᫬ࡲ࡛ࡣ㸪㢧ⴭ࡞⪏ຊపୗࡣぢ3)ࡽࢀ࡞࠿ࡗࡓࡀ㸪ࡑࢀ௨㝆ࡢኚᙧ࡛ࡣ⿇ቨ࡜⭜ቨ࠾ࡼࡧ⿇ቨ࡜ᆶࢀቨࡢቃ⏺㒊࡟࠾ࡅࡿ◚ቯࡢ㐍⾜࡟ࡼࡾ⪏ຊపୗࡀ⏕ࡌࡓࠋ࡞࠾㸪ᮏᥦ᱌ᯫᵓࡣ㸪ᒙ㛫ኚᙧゅࡀୗ 3 ᒙ࡟㞟୰ࡍࡿኚᙧ
࣮ࣔࢻࢆ♧ࡋࡓࠋ
(3)

4)

ᦆയᛶ≧㸦ṧ␃ࡦࡧ๭ࢀᖜ㸧࠾ࡼࡧ୺ᯫᵓ㸦ᰕ࣭ᱱ㸧ࡢ୺➽ࡢࡦࡎࡳ࠿ࡽุ᩿ࡉࢀࡿᙎᛶ⠊ᅖࡢ㝈⏺ኚᙧࡣ㸪௦⾲ኚᙧゅ
0.25%㸦᭱኱ᒙ㛫ኚᙧゅ 0.34%㸧࡛࠶ࡗࡓࠋᯫᵓ඲యࡢ᚟ඖຊ
≉ᛶ࠿ࡽ⟬ᐃࡉࢀࡿࡇࡢኚᙧ᫬࡟࠾ࡅࡿ⪏㟈ᛶ⬟ṧᏑ⋡ R ࡣ
95%࡛࠶ࡾ㸪⿕⅏ᗘ༊ศุᐃᇶ‽ 6)࡟↷ࡽࡍ࡜ࠕ㍍ᚤࠖ࡜ุᐃ

5)

ࡉࢀࡓࠋ
(4)

࡟࠶ࡓࡗ࡚ࡣᮾிᕤᴗ኱Ꮫ Ἑ㔝◊✲ᐊ㸪ᮾி⌮⛉኱Ꮫཧ⪃ᩥ⊩ ࡲ࡜ࡵ ᮏㄽᩥ࡛ࡣ㸪ᐁᗇ᪋タࡢ⥲ྜ⪏㟈࣭ᑐὠἼィ⏬ᇶ‽࡟࠶ࡓࡗ࡚ࡣ㸪すᯇᘓタ࣭⇃㇂⤌࣭బ⸨ᕤᴗ࣭

௦⾲ኚᙧゅ 0.25%㸦᭱኱ᒙ㛫ኚᙧゅ 0.34%㸧᫬࡟࠾ࡅࡿ 1 㝵ࡢᒙࡏࢇ᩿ຊಀᩘࡣ㸪0.67 ࡛࠶ࡾ㸪ᘓ⠏ᇶ‽ἲ࡟࠾ࡅࡿ࣮ࣝ
ࢺ 3 ࡢタィ࡛᝿ᐃࡋ࡚࠸ࡿ᭱኱ࡢ Ds ࡛࠶ࡿ 0.55 ࢆୖᅇࡗ࡚
࠸ࡓࠋࡇࡢᣦᶆࡣ㸪┤᥋ⓗ࡟ᯫᵓࡢᛂ⟅ኚᙧࢆಖドࡍࡿࡶࡢ࡛
ࡣ࡞࠸ࡀ㸪ಖ᭷Ỉᖹ⪏ຊィ⟬ࡢᯟ⤌ࡳࡢ୰࡛㛫᥋ⓗ࡟ኚᙧࢆ6)

Government
Buildings
Department,
MinistryofLand,
Infrastructure, Transport and tourism : Comprehensive seismic andtsunamiplanning
criteria
ofGovernment
Buildings,
www.mlit.go.jp/common/001157883.pdf (in Japanese)ᐁ ᗇ ᪋ タ ࡢ ⥲ ྜ ⪏ 㟈 ࣭ ᑐ ὠ Ἴ ィ ⏬ ᇶ ‽ 㸪
www.mlit.go.jp/common/001157883.pdf
Toshikazu Kabeyasawa, Tomohisa Mukai, Hiroshi Fukuyama,
Hiroto Kato, Haruhiko Suwada, Masaomi Teshigawara, Koichi
Kusunoki : A full scale static loading test on five story reinforced
concrete building utilizing columns with wing walls, Journal of
Structural and Construction Engineering (Transaction of AIJ),
Vol.81, No.720, pp.313-322, 2016.2 (in Japanese)ቨ㇂⃝ᑑ୍㸪ྥ஭ᬛஂ㸪⚟ᒣὒ㸪ຍ⸨༤ே㸪ㄶゼ⏣ᬕᙪ㸪ສ౑ᕝཎṇ⮧㸪ᴋᾈ୍㸸⿇ቨ௜ࡁᰕࢆά⏝ࡋࡓᐇ኱ 5 ᒙ㕲➽ࢥࣥࢡ࣮ࣜࢺ㐀ᘓ⠏≀ࡢ㍕Ⲵᐇ㦂㸪᪥ᮏᘓ⠏Ꮫ఍ᵓ㐀⣔ㄽᩥ㞟㸪➨ 81 ᕳ㸪➨ 720 ྕ㸪pp.313322㸪2016.2
National Institute of Land and Infrastructure Management andBuilding Research Institute; Guideline of the structure-related
technical standard of the building (2007 version), 2007.8
ᅜᅵᢏ⾡ᨻ⟇⥲ྜ◊✲ᡤ㸪ᘓ⠏◊✲ᡤ┘ಟ㸸2007 ᖺ∧ ᘓ⠏≀ࡢᵓ㐀㛵ಀᢏ⾡ᇶ‽ゎㄝ᭩㸪2007.8
Hiroshi Fukuyama et.al. : Static loading test on a full scale five story
reinforced concrete building utilizing walls (Part 1㹼6), Summaries
of Technical Papers of Annual Meeting, Architectural Institute ofJapan, Structures ϫ, pp.209-220, 2016.7 (in Japanese)⚟ᒣὒ௚ 18 ྡ㸸ᦆയపῶࡢࡓࡵ࡟⿇ቨ࣭⭜ቨ࣭ᆶࢀቨࢆά⏝ࡋࡓᐇ኱
5 ᒙ㕲➽ࢥࣥࢡ࣮ࣜࢺ㐀ᘓ⠏≀ࡢ㟼ⓗ㍕Ⲵᐇ㦂㸦ࡑࡢ 1㹼6㸧㸪᪥ᮏᘓ⠏Ꮫ఍኱఍Ꮫ⾡ㅮ₇᱾ᴫ㞟㸪ᵓ㐀ϫ㸪pp.209-220㸪2016.7
Japan Concrete Institute : Guidelines for crack survey, repair andstrengthening of concrete, 2013.5 (in Japanese)᪥ᮏࢥࣥࢡ࣮ࣜࢺᕤᏛ఍㸸ࢥࣥࢡ࣮ࣜࢺࡢࡦࡧ๭ࢀㄪᰝ㸪⿵ಟ࣭⿵ᙉᣦ
㔪㸪2013.5
Japan Building Disaster Prevention Association : Standard for postearthquake damage level classification of buildings, 2001 (inJapanese)᪥ᮏᘓ⠏㜵⅏༠఍㸸㟈⅏ᘓ⠏≀ࡢ⿕⅏ᗘ༊ศุᐃᇶ‽ཬࡧ᚟ᪧᢏ⾡ᣦ
㔪㸪2001ᑠࡉࡃᢚ࠼㸪㧗࠸⥅⥆౑⏝ᛶࢆ☜ಖࡍࡿࡓࡵࡢ୍ࡘࡢᣦᶆ࡜
ࡋ࡚᭷ຠ࡛࠶ࡿ࡜⪃࠼ࡽࢀࡿࠋ௒ᚋ㸪኱ᆅ㟈ື࡟ᑐࡍࡿᥦ᱌ᯫ

─ 265 ─STATIC LOADING TEST ON A FULL-SCALE FIVE STORY REINFORCED CONCRETE FRAME
2022-02-10T12:03:48.584山口佳春
STRUCTURE WITH WING WALLS, SPANDREL WALLS, AND HANGING WALLSSTATIC LOADING TEST ON A FULL-SCALE FIVE STORY REINFORCED CONCRETE FRAME
Haruhiko SUWADA㸨1, Toshikazu KABEYASAWA㸨2, Tomohisa MUKAI㸨3, Masanobu SAKASHITA㸨4,
STRUCTURE WITH WING WALLS, SPANDREL WALLS, AND HANGING WALLS
Hiroto KATO㸨5, Hiroshi FUKUYAMA㸨6, Masaomi TESHIGAWARA㸨7, Koichi KUSUNOKI㸨8
㸨1

Haruhiko SUWADA ＊1, Toshikazu KABEYASAWA ＊2 , Tomohisa MUKAI ＊3,
Masanobu SAKASHITA ＊4, Hiroto KATO ＊5, Hiroshi FUKUYAMA ＊6,
㸨2
Associate Professor, Graduate School of Urban Environmental Science, Tokyo Metropolitan University, Dr. Eng.
Masaomi TESHIGAWARA ＊7 and Koichi KUSUNOKI ＊8
㸨3

Senior Research Engineer, International Institute of Seismology and Earthquake Engineering, Building Research Institute, Dr. Eng.
Senior Research Engineer, Department of Structural Engineering, Building Research Institute, Dr. Eng.

Senior Researcher, Building Department, National Institute for Land and Infrastructure Management, Dr. Eng.
＊1
Senior Research Engineer, BRI, Dr.Eng.
㸨＊2
5 Tsukuba Building Research and Testing Laboratory.
Assoc. Prof., Tokyo Metropolitan University, Dr.Eng.
＊3
Senior Research Engineer, BRI, Dr.Eng.
㸨6
Director, Building Department,
National Institute for Land and Infrastructure Management, Dr. Eng..
＊4
Senior Researcher, Building Dept., NILIM, Dr.Eng.
＊5
㸨7
Tsukuba
Building
Research andStudies,
TestingNagoya
Laboratory
Professor, Graduate
Schoolof Environmental
University, Dr. Eng.
＊6
Director, Building Dept., NILIM, Dr.Eng.
㸨8＊7Science, Earthquake Research Institute, The University of Tokyo, Dr. Eng.
Professor, Division of Disaster Mitigation
Prof., Chubu University, Dr.Eng.
＊8
Prof., ERI, The University of Tokyo, Dr.Eng.
㸨4This study proposes a disaster resilient structural design of reinforced concrete buildings with ordinary
construction approach, and demonstrates the seismic capacity by the full-scale test on five-story reinforced concretebuildings. In this design, the building produces base shear coefficient higher than 0.55 by utilizing wing wall,spandrel wall, and hanging wall. The target damage level under extreme ground motion is less than slight forbuildings, and grade Ϩ for each member. This method improves the strength and stiffness of the moment resisting
frame and reduces the deformation during earthquakes. That can minimize the damage on each member.
The full-scale specimen is a five-story reinforced concrete building with 1×2 bays and height of 18.7m. The wall
frame has large openings in the longitudinal direction. The span length is 6.0m and story height is 3.5m. Columns
have 700 mm square section, and beams have 500×700 mm section. The width of the attached wall section is 200
mm. A series of 4 actuators located on the roof level and 6 actuators located on the 4th-floor level. Those actuators
pinched the center of the floor slab from the upper and lower level. The relation between base shear and theoverturning moment is given by a ratio of external force on the 4th floor and roof is equalize to that given by an
external force with inverted triangle load distribution. The cyclic loading peak is controlled by the total drift on theroof level. The test demonstrates the up to 3.0 times over calculated strength of base shear coefficient 0.3 of bareframe. The story drifts are concentrate prominent on 2nd and 3rd floor and its collapse mechanism form the partial
collapse. The strain of the main reinforcement of the bare-frame yielded in the 0.5% total drift loading cycle, wherea limit of elastic is 0.25% total drift loading cycle. The damage levels based on the residual seismic capacity on thehysteretic curve is slight at 0.25% total drift loading cycle, and the base shear coefficient at the 0.25% total drift
loading cycle is 0.67.

（2020 年 6 月 2 日原稿受理，2020 年 10 月 19 日採用決定）

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