防災科学技術研究所

防災科学技術研究所研究資料 第三三一号     E -D ef en se を 用 い た 実 大

RC 橋 脚 ︵

C - 1 1           橋 脚 ︶ 震 動 破 壊 実 験 研 究 報 告 書      防災科学技術研究所

National Research Institute for Earth Science and Disaster Prevention, Japan

防災科学技術研究所

Large-scale Shake Table Experiment

on a Component Model （ _C1-1model ） Using E-Defense - Experiment on a RC Column Build in 1970s which Fails in Flexure -

E-Defenseを用いた実大RC橋脚（C1-1橋脚）

震動破壊実験研究報告書

- 1970年代に建設された基部曲げ破壊タイプのRC橋脚震動台実験 -

Technical Note of the National Research Institute for Earth Science and Disaster Prevention No.331

January 2009 防災科学技術研究所研究資料 第331号

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ঩ၳ! ల 331 ࣢! 2009 ා 1 ࠮

!

!

E-Defense ͬဥ̞̹৘ఱ RC ޘݗȪ C1-1 ޘݗȫૼ൲෫ٟ৘ࡑࡄݪ༭࣬੥ ! Ƚ 1970 ාయͅ࠺୭̯̹ͦܖ໐ެ̬෫ٟΗͼί͈ RC ޘݗૼ൲ర৘ࡑȽ !

!

ֲ߃ఱൽ

¹ Ȇکࡔࢼ֚

¹ Ȇ୼ോ֚຃

² Ȇऎș࿐౺ఱ

² Ȇ׋ષ࿆ਏ

³ !

ी! ੓֚

³ Ȇࣞޘၻგ

⁴ Ȇࢨऒࡋඵ

⁵ Ȇ࿦໐ୃྶ

⁶ !

!

!

Large-scale Shake Table Experiment on a Component Model ) C1-1model * Using E-Defense ^!

-Experiment on a RC Column Build in 1970s which Fails in Flexure- ^!

!

Hiromichi UKON

¹ ,

Koichi KAJIWARA

¹ ,

Kazuhiko KAWASHIMA

² ,

Tomohiro SASAKI

² , Shigeki UNJOH

³ ,

Junichi SAKAI

³ ,

Yoshikazu TAKAHASHI

⁴ ,

Kenji KOSA

⁵ ,

and Masaaki YABE

⁶

!

+

1 Hyogo Earthquake Engineering Research Center,

National Research Institute for Earth Science and Disaster Prevention,

+

2 Tokyo Institute of Technology

+

3 Public Works Research Institute

+

4 Disaster Prevention Research Institute, Kyoto University

+

5 Kyushu Institute of Technology

+

6 Earthquake Engineering Division, Chodai

!

!

Abstract !

This report presents a 3D shake table experiment on a large scale reinforced concrete bridge column using E-Defense. The model was a typical column built in 1970s which fails in flexure. Collapse of this type of columns was one of the major sources of the extensive damage in 1995 Kobe,

Japan earthquake.

A 7.5m tall 1.8 m diameter column model was excited twice using a near-field ground motion recorded during the 1995 Kobe earthquake. ! A preliminary analysis on the measured data including an analytical correlation is presented.

Key words :

Bridges,

Earthquake,

Seismic design,

Seismic retrofit,

E-Defense,

Shake table experiment !

ɖ

1

ඊၛ࣐ଽ༹૽! ཡबشڠܿ੅ࡄݪਫ਼! ໶ࡩఛૼࢥڠࡄݪΓϋΗȜ!

ɖ

2

൐ނࢥުఱڠఱڠ֭! ၑࢥڠࡄݪش! ാ࿐ࢥڠ୺ࢲ

ɖ

3

ඊၛ࣐ଽ༹૽! ാ࿐ࡄݪਫ਼

ɖ

4

ނസఱڠ! ཡबࡄݪਫ਼

ɖ

5

߇ਗࢥުఱڠ

ɖ

6

ڼ৆ٛ২! ಿఱ! ࢹ௮মު໐

!

防災科学技術研究所研究資料 第 331号 2009年

1

⋡ ᰴ

1. ߪߓ߼ߦ --- 4

1.1 ᯅ᪞⠴㔡ታ㛎⎇ⓥផㅴߩ⢛᥊ --- 4

2. ᯅ᪞⠴㔡ታ㛎⎇ⓥߩ⋡⊛ߣផㅴ૕೙ --- 4

2.1 ⎇ⓥ⋡⊛ --- 4

2.2 ታ㛎ߩ⒳㘃 --- 4

2.3 ⎇ⓥផㅴ૕೙ --- 5

3. C1-1 ᮨဳߩ․ᕈߣടᝄ᧦ઙ

--- 7

3.1 ᮨဳߩ⸳⸘ --- 7

3.2 RC ᯅ⣉ᮨဳ⵾૞ߣታ㛎ⵝ⟎ߩ࠮࠶࠻ࠕ࠶ࡊ --- 12

3.2.1

RC ᯅ⣉ᮨဳ⵾૞

--- 12

3.2.2 ታ㛎ⵝ⟎ߩ࠮࠶࠻ࠕ࠶ࡊ --- 17

3.3 ⸘᷹ --- 21

3.4 ౉ജ࿾㔡േ --- 28

3.4.1 ኻ⽎ߣߒߚ࿾⋚ߣ᭴ㅧ‛ߩࡕ࠺࡞ൻ --- 28

3.4.2

2 ᰴర FEM േ⊛⸃ᨆߦࠃࠆᯅ⣉ - ၮ␆᭴ㅧ - ࿾⋚♽ࡕ࠺࡞ߦࠃࠆടㅦᐲᔕ╵ --- 33

3.4.3 േ⊛⋧੕૞↪ࠍ⠨ᘦߒߚ౉ജ࿾㔡േߩૐᷫലᨐ --- 34

3.4.4 ታᄢᯅ᪞᭴ㅧ‛㔡േ⎕უታ㛎ߢ↪޿ࠆ౉ജ࿾㔡േ --- 36

3.5 ടᝄ᧦ઙ --- 37

3.5.1 㔡േบߩ᭴ᚑ --- 37

3.5.2 㔡േบߩ઀᭽ --- 37

3.5.3 㔡േบߩᯏེ㈩⟎ߣ⸘᷹ࠪࠬ࠹ࡓߩၮᧄ઀᭽ --- 40

3.5.4 㔡േบߩടᝄࠪࠬ࠹ࡓ᭴ᚑ --- 40

3.5.5

C1-1 ታ㛎ߦ߅ߌࠆടᝄ᧦ઙ --- 41

4. ࿾㔡ᔕ╵․ᕈߣ⎕უ․ᕈ --- 47

4.1 ᯅ⣉ᮨဳߩᝄേ․ᕈ --- 47

4.2 ౉ജ࿾㔡േ --- 47

4.3 ᯅ⣉ᮨဳߩ៊்ߩㅴዷߣ⎕უᒻᘒ --- 47

4.4 ᔕ╵ടㅦᐲ --- 48

4.5 ᔕ╵ᄌ૏ --- 48

4.6 ᮨဳᯅ⣉ߦ૞↪ߒߚᘠᕈജ --- 49

4.7 ᮨဳᯅ⣉ߩ᳓ᐔജ㨪᳓ᐔᄌ૏ߩጁᱧ․ᕈ --- 49

4.8 ߭ߕߺ --- 49

5.

--- 76

5.1

--- 76

5.2

--- 76

5.2.1

A --- 76

5.2.2

B --- 77

5.3

--- 78

5.3.1

A

--- 78

5.3.2

B

--- 79

6.

--- 92

⻢ ㄉ

--- 93

ෳ⠨ᢥ₂

--- 93

㑐ㅪ⊒⴫⺰ᢥ

--- 94

ⷐ ᣦ

--- 96

㧨ᷝઃ

1

--- 97

㧨ᷝઃ

2

--- 98

㧨ᷝઃ

3

--- 99

㧨ᷝઃ

4

RC

--- 101

ޣၫ╩ᜂᒰޤ

╙ 1 ┨ ᧲੩Ꮏᬺᄢቇ Ꮉፉ ৻ᒾ

╙ 2 ┨ 㒐ἴ⑼ቇᛛⴚ⎇ⓥᚲ ฝㄭ ᄢ㆏

╙ 3 ┨ 㒐ἴ⑼ቇᛛⴚ⎇ⓥᚲ ᫃ේ ᶈ৻㧘ฝㄭ ᄢ㆏

ᩣᑼળ␠ 㐳ᄢ ⍫ㇱ ᱜ᣿

╙ 4 ┨ ᧲੩Ꮏᬺᄢቇ Ꮉፉ ৻ᒾ㧘૒ޘᧁ ᥓᄢ ࿯ᧁ⎇ⓥᚲ ㆇ਄ ⨃᮸㧘႓ ᷕ৻

੩ㇺᄢቇ 㜞ᯅ ⦟๺

਻ᎺᎿᬺᄢቇ ᐘᏀ ⾫ੑ

╙ 5 ┨ ᧲੩Ꮏᬺᄢቇ Ꮉፉ ৻ᒾ㧘૒ޘᧁ ᥓᄢ ࿯ᧁ⎇ⓥᚲ ႓ ᷕ৻

╙ 6 ┨ ᧲੩Ꮏᬺᄢቇ Ꮉፉ ৻ᒾ

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ঩ၳ! ల 331 ࣢! 2009 ා 1 ࠮

1. ! ͉̲͛ͅ!

!

! ৘ఱ२ষࡓૼ൲෫ٟ৘ࡑঔ୭ȪոئȄ E-Defense ͂ࡤ͐ȫ

͉Ȫඊȫཡबشڠܿ੅ࡄݪਫ਼̽̀͢ͅ໶ࡩࡇ२࿐ঌͅ࠺

୭̯̹ͦଲٮडఱडޑ͈૦൲ర̜́ͥȅ E-Defense ͬဥ

̞̹ޘၴ͈ఛૼ৘ࡑࡄݪ͉́Ȅ 1 ȫ RC ޘݗࠏ͈ఛૼ଻ͬ

࠿൦̳ͥࡄݪίυΈρθȪ΋ϋεȜΥϋΠ࿅߿৘ࡑȄո ئȄ C1 ৘ࡑ͂ࡤ͐ȫ͂Ȅ 2) ޘၴ͈ಈষ෫ٟ࢘ض͈࠿൦͞

ΘϋΩȜȄ૧߿၂ޘཡগࢹ௮൝͈අ଻൝ͬ࠿൦̳ͥࡄݪ ίυΈρθȪޘၴΏΑΞθ৘ࡑȄոئȄ C2 ৘ࡑ͂ࡤ͐ȫ

̥ͣࢹ଼̯̞ͦ̀ͥȅ C1 ৘ࡑ́ഘ޼΋ϋ·ςȜΠޘݗ Ȫ RC ޘݗȫ̦৾ͤષ̬̞͈͉ͣͦ̀ͥȄ໶ࡩࡇධ໐౷

ૼͥ͢ͅ๭ٺ͈৽ါ̈́ࡔ֦̦ RC ޘݗ͈๭ٺ͈ͥ͢͜ͅ

̜̹̭́̽͂ͥ͢ͅȅ C1 ৘ࡑ͉́Ȩ̺̫̏́ͥ৘ఱܰ࿅

ͅ߃̞࿅߿ͬဥ̞̀ RC ޘݗ͈෫ٟඅ଻ͬ࠿൦̳ͥ͂൳ শͅȄ࡛ह͈୭ࠗܖ੔́࠺୭̯̹ͦͤȄఛૼ༞ޑ̯̹ͦ

RC ޘݗ͈ఛૼ଻͈࠿બ̦܄̞ͦ̀ͥ͘ȅ

ུ༭࣬੥͉́Ḙ͈̠̻̏ C1-1 ৘ࡑࠫض͈ٽါͬা̳ȅ

C1-1 ৘ࡑ͉Ȅ E-Defense ͬဥ̞̹ޘၴͅచ̳ͥड੝͈৘

ࡑ̱͂̀Ȅ ໹଼ 19 ා 12 ࠮ 13 ඾ͅ৘ঔ̯̹͈ͦ́͜Ȅ 1970 ාయͅ࠺୭̯̹ͦެ̬෫ٟ୶࣐߿͈ RC ޘݗ͈၎Ⴄ අ଻Ȅ෫ٟඅ଻ͬࡄݪచય̱̞͂̀ͥȅ৘ఱܰ࿅͈࿅߿

ͬဥ̞̀ȄεΑΠάȜ·ͬ܄͚๱஌ࠁႀ֖͈ݷ൲ͬ 3 ষ ࡓ౷ૼ൲වႁ͈ئ́૦൲రͬဥ̞̀ح૦৘ࡑ̱̹႕͉Ȅ

̴ِ̦࣭͈͙̈́ͣ੨ٸ࣭̤̞̩̀̈́͜ͅȄޘၴ͈ఛૼܿ

੅ࡄݪ͈Ⴄঃͅ૧̱̞֚βȜΐͬٳ̞̹͂࡞ً̽̀͜࡞

͉̞́̈́ȅ

ਲြȄ৘ࡑঔ୭͈ଷ࿩̥ͣȄੀ઀࿅߿ͬဥ̞̀ڎਅ͈

ଷ࿩ૄ࠯͈ئͅࡄݪ̦ૺ̧̹̦͛ͣͦ̀Ȅ଱༹࢘ض͉ͬ

̲̱͛͂̀Ȅ৘ࡑࠫض͈ٜ৷ٜ͞ଢ଼κΟσ͈࠿બͅڎਅ

͈هఴͬ༴̢̞̹̀ȅˡ -Defense ͬဥ̞̭ͥ͂̽̀͢ͅȄ

̭͈ͦͣଷ࿩ͬఱ̧̩۱͛̀ࡄݪͬૺ̧̭̦͛ͥ͂́ͥ

̠̹̭͉̈́̽͂͢ͅȄࣽࢃ͈ఛૼܿ੅ٳอͅఱ̧̩࣓ࡃ

̳ͥ͂ܢఞ̯ͦͥȅ

̭͈༭͉࣬Ȅ࡛শത̤̫ͥͅ C1-1 ৘ࡑࠫضͬॻ೰എͅ

̹͈̜͂ͤ͂͛́ͥ͘͜ȅ 677 ଼໦ͅݞ͐ཛྷఱ̈́৘ࡑ ΟȜΗ͈ٜଢ଼͉࡛ह̺͘נփૺ࣐ಎ̜́ͤȄ࡛ે͉́͘

̷̺̤̤͈͢ႊڜ̦຾̥͍ષً̧̨̦̹̞̽̀̈́ͅȅ

ࣽࢃȄ̯ͣͅڎ༷࿂̥͈ͣ࠿൦ͬح̢Ȅ RC ޘݗ͈෫

ٟι΃ΣΒθͅ۾̳ͥࡄݪͬૺ̞̩͛̀ထ೰̜́ͥȅ

!

1.1!ޘၴఛૼ৘ࡑࡄݪଔૺ͈෸ࠊ!

1995 ා͈໶ࡩࡇධ໐౷ૼȄ 1989 ා͈υζίςȜΗ౷ૼȄ 1994 ාΦȜΑςΛΐ౷ૼ͉̈́̓́Ȅസঌඤࣞ௸ൽႹ͞സ ঌۼͬࠫ͐ൽႹȄޘၴͅଃఱ̈́๭ٺͬဓ̢Ȅ࢐೒ࠏρͼ έρͼϋ͈ܥෝͬఱ̧̩అ̵̹̈́ͩ [2.2.1] ȅޘၴ͉സঌ

͞౷֖ͬࠫ͐୆ྵ஌̜́ͤȄޘၴ͈๭ٺͤ͢ͅ୆̲ͥ࢐

೒ࠏρͼέρͼϋ͈ఱ໙̈́ܥෝ೩ئ͉Ȅ౷ૼೄࢃ͈๰ඳȄ

޽ݢ৬ၰ͈೒࣐Ȅૼबࢃ͈໘ݰڰ൲൝ͅਹఱ̈́גޣͬဓ

̢Ȅ࣭ྦྷ͈୆ྵ़͂ॲͬޞ̥̳͈̜́ͥ͜ḙ͈̏ͦͣ౷

ૼ๭ٺ͈ఉ̩͉ȄޘݗȄඅͅ RC ޘݗ́อ୆̱̞̀ͥȅ RC ޘݗ͈ఛૼ଻͈࠿બ͈̹͛ͅȄୃ໅࢐๔शك৘ࡑ͞

૦൲రح૦৘ࡑ̦඾ༀၰ࣭́ఉତ̧࣐̹ͩͦ̀ȅ̱̥̱Ȅ

̭͈ͦͣ৘ࡑ͉৘ࡑ௡౾͈ଷ࿩̥ͣȄ઀߿࿅߿ͥ͢ͅ࠿

൦ͅၣ̤̽̀ͤ͘Ȅ৘ఱܰ࿅͈ޘݗͬဥ̞̹෫ٟ࡛ય͈

ٜྶ̦ݥ̧̹̭̜͛ͣͦ̀͂ͧ́ͥȅ̹͘Ȅષ໐ࢹ௮͈

๭ٺ͉́Ȅࠥۼ઩ඏ͞၂ޘཡগࢹ௮൝̦ໝॠͅגޣ̱̹Ȅ

̞ͩͥ͠ૺ࣐଻෫ٟ̦อ୆̱̤̀ͤḘ͈ٜ̏ͦͣྶ͜ਹ

ါ̈́هఴ̜́ͥȅ̱̥̱Ȅ࡛ય̦ໝॠ̜́ͤȄਲြ͈઀

߿࿅߿͉́਱໦̈́࠿൦̢̦࣐̞̈́ેޙ̜ͥͅḙ̏ͦͣͅ

̞̾̀͜Ȅͤܰ͢࿅ͬڐఱ̱̹৘ࡑࡄݪ͈৘ঔ̦ݥ͛ͣ

̞ͦ̀ͥȅ

̭͈ͦͣهఴͬ෸ࠊ̱͂Ȅ ȶޘၴ͈ఛૼ৘ࡑࡄݪȷ͉́Ȅ RC ޘݗ͈ఛૼ଻ͬచય̱͂Ȅ E-Defense ͥ͢ͅ৘ఱͬ܄

͚৘ࡑ͈৘ঔͬ࿒ঐ̳̭̱̹͂͂ȅࡄݪ͈ଔૺ͉́Ȅༀ

࣭ ͈ ȶ The Gorge Brown Jr. for Earthquake Engineering Simulation ȷ (NEES) ͈ࡄݪঔ୭߲͈͂௖ࡽႲࠈ͈ఘଷͬ

ା̢̾̾Ȅ࿒എ̱͂̀Ȅ RC ޘݗ͈෫ٟඅ଻͈ٜྶȄఛ

ૼ଻ෝ͈࠿બ࣐̠ͬ͂͂͜ͅȄΟȜΗ͈ಇୟȆ࢖ٳͬ࿒

ঐ̳ḙ͈̏ͦͣΟȜΗ͉Ȅࣽࢃ͈ޘၴ͈ఛૼ଻࢜ષ࣓ͅ

ࡃ̳ͥఉ̩͈৘ࡑࡄݪ͈४ࣉ̈́ͥͅΟȜΗȄ̞ͩͥ͠ࡔ ܕΟȜΗ̭͂̈́ͥ͂ͬܢఞ̱̞̀ͥȅ!

!

2. ! ޘၴఛૼ৘ࡑࡄݪ͈࿒എ͂ଔૺఘଷ !

!

2.1 !ࡄݪ࿒എ!

! ఱ߿ޘၴఛૼ৘ࡑْ̳ͬࠗͥͅ൚ͤȄոئͬࡄݪ͈࿒

എ̱̹͂ȅ ৘ࡑ͈ਅ႒͂࿒എͬນ 2.1.1 ͂͛̀͘ͅা̳ȅ 1 ȫਲြȄ৘ࡑ௡౾͈ଷ࿩̥ͣ਱໦̈́࠿൦̦੄ြ̥̹̈́̽

෫ٟ࡛ય͞ໝॠ̈́౷ૼ؊൞͈ٜྶȅ

2 ȫ໶ࡩࡇධ໐౷ૼ́๭ब̱̹ޘၴ͈෫ٟι΃ΣΒθ͈ٜ

ྶ࡛͂ह͈ఛૼ༞ޑܿ੅Ȅఛૼ୭༹͈ࠗခ࢘଻͈৘બȅ

̭͈ಎ͉ͅȄ࡛ह͈ఛૼܿ੅́࠺୭̯̹ͦޘၴ͈ఛૼဒ ဉഽ͈࠿൦ͬ܄͚ȅ

3 ȫఛૼ଻͈࢜ષͬ଎̹͈ͥ͛ষଲయ߿ఛૼܿ੅͈ٳอȅ ષܱ͈ଔૺ͉́Ȅ NEES ͂ E-Defense ͈ފႁ۾߸ͬ঵̽

̀৘ঔ̱Ȅ৘ࡑْ͉ࠗȄༀ࣭௰͈ E-Defense ৘ࡑ͈͒४

ْͬࡉନ̢̀Ȅༀ௰ࡄݪ৪͂਱໦̈́Ⴒࠈ࣐̠ͬȅ̹͘Ȅ

ུࡄݪ͈ଔૺً೾́Ȅ඾ུ௰͈৹਀ࡄݪ৪଼͈֗͜ͅ෻

ၪ̳̭̱̹ͥ͂͂ȅ

!

2.2 !৘ࡑ͈ਅ႒!

໶ࡩࡇධ໐౷ૼ̤̞̀͜ͅఉ̩ࡉ̹ͣͦ RC ޘݗ͈అ

ੱκȜΡͬ໦႒̳ͥ͂ոئ͈೒̜ͤ́ͥ [2.2.1] ȅ

1 ȫಔ౷๕࿂պ౾͈ެ̬෫ٟȇ๭ͤ΋ϋ·ςȜΠ͈༲၂Ȅ

৽ഘ޼͈जߠȄ΋ͺ΋ϋ·ςȜΠ͈գٟȅ 2 ȫಔ౷๕࿂պ౾̵͈ͭ౯෫ٟ

3 ȫެ̵̬ͭ౯෫ٟȇ̵๊֚ͭͅ౯ఛႁ͂ެ̬ఛႁ̦߃୪

̱̞̀ͥ໐ऺ࡛ͦͥͅκȜΡȅ৊ႁͬ঑঵̳ͥܥෝͬி

৐ȅ

4 ȫ౲၂̱໐̵͈ͭ౯෫ٟȇࡐಠ̈́০͍͛͌ڬ̦ͦࡉͣͦ

͈̦ͥඅಭḙ͈̏෫ٟκȜΡ๊͉֚ͅୖ଻എ̈́ݷ൲ͬা

̱Ȅ৽ഘ޼͈ࣛ໖ոஜͅ০͍͛͌ڬͦͬอ୆ȅ৊ႁͬ঑

঵̳ͥܥෝͬி৐ȅ 4

防災科学技術研究所研究資料 第 331号 2009年

1

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮ 5 ȫષ໐ࢹ௮͉́Ȅً͈ࠥఱ̈́֊൲Ȫ۝଻ႁȫͤ͢ͅȄ૝

ੀ௡౾͈෫అȄ঑ઇ͈෫అȄ͈ࠥ঑ઇ̥͈ͣ၂ئȄࠥ̓

̠̱͈઩ඏȄ͈ࠥ؍̴ͦȄ၂ޘཡগࢹ௮͈෫అȄ͈ࠥ၂ ئ̦̈́̓อ୆ȅ

! ̭͈ͦͣমયͬ൩̢͘Ȅޘၴఛૼ৘ࡑ͉́Ȅ RC ޘݗ

ͅ಍࿒̱̹ 2 ͈̾৘ࡑ͈ਅ႒ͬ୭೰̱৘ঔ̳ͥȪນ 2.1.1 ȫȅ 1 ͉̾Ȅ RC ޘݗ͈෫ٟඅ଻ͅ಍࿒̱̹ޘၴ΋ϋεȜΥϋ Π৘ࡑȪ C1 ৘ࡑȄৢ૯ 2.1.1, ນ 2.1.2 ȫȄ̠͉֚̾͜ޘၴ

͈ΏΑΞθ̱͈͂̀ૺ࣐଻෫ٟඅ଻໼͍ͅ૧ఛૼܿ੅͈

ٳอͬ࿒ঐ̱̹ޘၴΏΑΞθ৘ࡑȪ C2 ৘ࡑȄ଎ 2.1.1 ȫ

̜́ͥȅ 2007 ාഽȡ 2009 ාഽ̤̞͉̀ͅ C1 ৘ࡑͬ৘ঔ

̱Ȅ 2010 ාഽͅ C2 ৘ࡑͬ৘ঔ̳ͥထ೰̜́ͥȅ C1 ৘ࡑ͉ૼ൲రષͅ 2 ࠂۼޘၴ࿅߿ͬࢹಃ̱̀৘ঔ

̳ͥȅ E-Defense ͈৘ࡑ͉́দࡑޘݗ͈ RC ޘݗ͉৘໤ఱ

̱͂Ȅ௖যၙͬ୭೰̵̴ͅȄ৘ࡑΟȜΗ̦ήτȜ·Α σȜ̧͈̳́ͥ͂ͥ͜ȅ༷֚Ȅ C2 ৘ࡑ͉Ȅૼ൲రષͅఉ ࠂۼޘၴ࿅߿ͬࢹಃ̱Ȅ૝ੀ௡౾Ȅ঑ઇȄ၂ޘཡগ௡౾Ȅ ΘϋΩȜ൝ͅ಍࿒̱̹৘ࡑ̜́ͥȅૼ൲రષͅ৘໤ఱ͈

ఉࠂۼޘၴ࿅߿͈୭౾͉ະخෝ̜̭̥́ͥ͂ͣȄ࿅߿ޘ

ၴ͈୭ࠗͅ൚͉̽̀Ȅ௖যၙͬ୭೰̳̭ͥ͂̈́ͥͅȅ C2

৘ࡑ̞͉̾̀ͅȄ࡛ह࠿൦ಎ̜́ͤȄમळ̈́৘ࡑඤယ͉

೰̞̞̽̀̈́͘ȅ

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

2.3 ࡄݪଔૺఘଷ!

ཡबشڠܿ੅ࡄݪਫ਼͉Ȅޘၴ͈ఛૼ৘ࡑࡄݪͬଔૺ̳

̹ͥ͛ͅȄ৘ࡑࡄݪͬଔૺ̳ͥ໦شٛ͂৘࣐໐ٛͬழ૕

̱Ȅ࣭ඤ͈ခে৪ͤ͢ͅ৘ࡑࡄݪͬଔૺ̱̞̀ͥȅ̷ͦ

̸͈ͦ࿨ڬ͉ոئ̜́ͥȅ 1) ޘၴఛૼ৘ࡑࡄݪ໦شٛ

඾ༀވ൳ࡄݪ̱͂̀ޘၴ͈ఛૼͅ۾̳ͥ৘ࡑഎࡄݪͬ

ଔૺ̱̞̩̹͈̀͛஠ఘ಺ାȄޘၴఛૼ৘ࡑࡄݪ৘࣐໐

͈ٛࡄݪڰ൲͈͒੩࡞̤͍͢ບثȄޘၴ͈ఛૼ଻ͅ۾ͩ

ͥࡄݪ΋ηνΣΞͻ͈͂Ⴒࠈ̤͍͢ఈܥ۾́৘ঔ̯ͦ̀

̞ͥޘၴ͈ఛૼ଻ͅ۾̳ͥࡄݪίυΐͿ·Π͈͂Ⴒࠈͬ

௯ૺ̳̭ͥ͂ͬ࿒എ̳͂ͥȅ 2) ޘၴఛૼ৘ࡑࡄݪ৘࣐໐ٛ

ޘၴ͈ఛૼ଻ͅ۾̳ͥ৘ࡑഎࡄݪͬߓఘഎͅଔૺ̳ͥ

̭͂ͬ࿒എ̳͂ͥḙ̭͉̏́Ȅ E-Defense ࣐̠́৘ࡑ͈ࠗ

ْȄদࡑఘॽအȄවႁ౷ૼ൲൝̞݈̾̀͜ͅა̯ͦࠨ೰

̯ͦͥȅ

! ུડͅা̱̹ࡄݪ࿒എȄࡄݪْࠗ൝͉Ḙ͈̏৘࣐໐ٛ

݈̀ͅა̯ͦૺ̞͛ͣͦ̀ͥඤယ̜́ͥȅ

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

E-Defense を用いた実大RC

5

ა໲ΗͼΠσȜಠ৪ྴ

!

ນ 2.1.1

৘ࡑਅ႒͂࿒എ

Table 2.1.1 The objectives of the C1 experiment and the C2 experiment.

1)The failure mechanism of RC columns which failed during 1995 Kobe earthquake 2)The effectiveness of standard seismic retrofit measures for existing RC columns

3)The seismic performance of RC columns designed in accordance with the current design requirements 4)The seismic performance of RC columns designed based on the current design requirements under stronger than the current code specified ground motions

The C1 experiment

5)The effect of new damper technology

1)The progress failure mechanism of bridge system due to combination of poundings and rupture of expansion joints, bearings, restrainers and columns

2)Seismic performance of advanced and critical columns

3)Effectiveness of advanced dampers and energy dissipating units The C2

experiment

4)Effectiveness of advanced unseating prevention devices

!

ນ 2.1.2 ৘ࡑ஠ఘΉȜΑȪॻ೰մȫ

Table 2.1.2 Experimental Program in 2007-2010.

Year Model Purposes

2005-2006 C1 Preliminary analyses and design

2007 C1-1 Column built in 1970s which fails in flexure 2008 C1-2 Column built in 1970s which fails in shear

C1-5 Column by the current code 2009 C1-3 Retrofitted column by steel jacket

C1-4 Retrofitted column by CFS

C1-6 Current column subjected to stronger than code specified ground motions C1-7 US column

2010 C2 The system failure mechanism of a bridge

!

!

ৢ૯ 2.1.1

C1-1 ৘ࡑ!

Photo 2.1.1 ! C1 Component experiments ! Ȫ Single column ȫ .

!

!

!

!

!

!

!

!

଎ 2.1.1 ޘၴΏΑΞθ৘ࡑ!

Fig.2.1.1 ! C2 System experiments !

! ! ! !! (Progressive collapse).

!

6

防災科学技術研究所研究資料 第 331号 2009年

1

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల! ࣢! 2008 ා! ࠮ 3. ! C1-1 ࿅߿͈අ଻͂ح૦ૄ࠯

3.1 ࿅߿͈୭ࠗ

C1-1 ࿅߿͉Ȅ 1970 ාయͅ࠺୭̯̹ͦൽႹޘ͈ RC ޘݗ

ͬచય̱̹͂৘ఱ࿅߿̜́ͥȅ 1970 ාయͅ୭ࠗȆ࠺୭̯

̹ͦ RC ޘݗ͉Ȅ 1964 ාࣙൽႹޘা༷੥ܰͅ೰̯̹ͦك ਹͬဥ̞̀୭̯̞̦ࠗͦ̀ͥȄ࡛ह͈̠̈́͢મळ̈́ࢹ௮ळ

࿒̦ܰ೰̯̞̥̹͈ͦ̀̈́̽́Ȅ෻޼൝͉Ȅ 1995 ා 1 ࠮ 17 ඾໶ࡩࡇධ໐౷ૼ́๭ब̱̹സঌඤࣞطޘ͈ RC ޘݗ

[3.1.1] ͬ४ࣉ̷̱̦͈͂̈́ͣ෻޼ͬࠨ̹͛ȅ

଎ 3.1.1 ͉ C1-1 ࿅߿͈෻޼ેޙͬȄນ 3.1.1 ͉୭ࠗૄ

࠯ͬȄ̷̸ͦͦାၑ̱̹͈̜́ͥ͜ȅޘݗߏఘ͈̯ࣞ

7.5m Ȅೄࠂ 1.8m ͈׫ࠁ౯࿂ͬခ̳ͥ RC ޘݗ̜́ͥȅ৘

ࡑ͉́Ȅષ໐ࢹ௮̥ͣޘݗͅैဥ̳ͥ۝଻ႁ̧̺ͬ́ͥ

̫ఱ̧̩̳̹ͥ͛ͅȄޘݗ̦঑঵̧̳͓ͥષ໐ࢹ௮ਹၾ

ͬ 2 Ⴒ̷͈͈ࠥ͂ષͅ෻౾̱̹ࣙโͬୟ͙ਹ͇̹ັحζ ᾼ̽̀͢κΟσا̱̹ȅ 2 Ⴒ͈͉ࠥȄࣙโͬୟ͙ਹ͇

̹ັحζΑͬ঑঵̳̭ͥ͂͂Ȅ̷͈۝଻ႁͬޘݗͅഥ̢

͈̦ͥ࿒എ̜́ͤȄ̷͈࣠଻͉৘ष͈ࠥͤ࣠͂̈́ͥ͢͜

̠͢ͅ୭̱̹ࠗȅ̹͘Ȅޘݗͅఱ̧̈́ެ̬་ࠁ̦୆̲̹

̭̦͂̽̀ࠥ͢ͅ၂ئ̳̭̦̞̠ͥ͂̈́͢ͅȄऒֲ͈ࠥ

͈঑ઇͬȄޘ৊༷࢜͂ޘ৊ೄڙ༷࢜͂͜ͅࡥ೰̱̹͂ȅ ၰ౤໐͈ޘݗ͉́Ȅ͈ࠥ঑ઇ͉Ȅޘ৊༷࢜ͅخ൲́ޘ৊

ೄڙ༷͉࢜ͅࡥ೰̱̹͂ȅ

ఛૼ୭ࠗષ͈౷๕ਅ༆͉Ȅ 1995 ා 1 ࠮ 17 ඾໶ࡩࡇධ ໐౷ૼ́๱ુͅఱ̧̈́౷ૼ൲ޑഽͬခ̳ͥޑૼܱ჏̦۷

௶̯̞ͦ̀ͥԆਅ౷๕̱̹͂ȅޘݗ͈౯࿂ࠁેͬ׫ࠁ͂

̱̹͈͉Ȅ඾ༀވ൳ࡄݪ̜̭̥́ͥ͂ͣȄༀ࣭́͜ဥ̞

̞ͣͦ̀ͥ׫ࠁ౯࿂ͬచય̱̹͂ȅ

৊༷࢜ഘ޼͉ȄೄࠂЋ 29mm ͈ഘ޼̦ٸ௰͂ಎ؇ͅ 32

ུȄඤ௰ͅ 16 ུ෻౾̯̤ͦ̀ͤȄఝഘ޼͉ȄೄࠂЋ 13mm

͈ഘ޼ͬȄ 30 Ћ̞̠͂ਹ͇ࠑ਀ಿ́෻޼̱̹ȅ 1970 ාయ

൚শ͜Ȅಔ͉̦͂ͤ࢐ͩͥ໐໦͉Ȅ৻ത̳̞̹͂̈́ͤ͞

͛ Ȅ ఝ ഘ ޼ ͈ ۼ ڞ ͬ ྟ ͅ ̳ ͥ ̭ ͂ ̦ ଔ ੻ ̯ ͦ ̀ ̤ ͤ

[3.1.2] Ȅఝഘ޼͉Ȅޘݗܖ໐͂ಔષ౤໐́ۼڞ๊֚ͬ໐

ͤ͢͜ޛ̩̱̞̀ͥȅߓఘഎ͉ͅȄٸ௰Ȅಎ؇Ȅඤ௰͂

͜ 300mm ۼڞ́ఝഘ޼ͬ෻౾̱̹ȅ̹̺̱Ȅٸ௰͈ఝ

ഘ޼̤̞͉̀ͅȄޘݗ͈ܖ໐͂ષ౤໐͉́ 150mm ۼڞ

́෻౾̱̹ȅ

ঘكਹ฽ႁ͉ 2,080 ̇ N Ȅ౷ૼশͅ঑঵̧̳͓ͥષ໐ࢹ ௮ਹၾ͉ޘ৊༷࢜́ 2,960 ̇ N Ȅޘ৊ೄڙ༷࢜́ 2,080 ̇ N Ȅ ޘݗ͈ুਹ͉ 794.5 ̇ N ̜́ͥȅષ໐ࢹ௮۝଻ႁ͈ैဥպ

౾͉Ȅޘ৊༷̦࢜ޘݗഛ౤ͤ͢ 0.5m Ȅޘ৊ೄڙ༷̦࢜ޘ ݗഛ౤ͤ͢ 1.8m ͈̯ࣞ͂̈́ͥȅ

΋ϋ·ςȜΠ͈୭ࠗܖ੔ޑഽ͉Ј _ck =27N/mm ² Ȅഘ޼͈

ࣛ໖തޑഽ͉Ј _sy =345N/mm ² ̱̹͂ȅ΋ϋ·ςȜΠ͈୭

ࠗܖ੔ޑഽ̦Ȅ๊֚എ࣭̈́ൽ͈ RC ޘݗͅဥ̞̞ͣͦ̀

̹͈ͤ͜͢͜ఱ̧̞͈͉Ȅസঌඤࣞطޘ͈̹͛ષ໐ࢹ௮ ਹၾ̦ਹ̥̹͈̽́Ȅಔ͈౯࿂଱༹ͬ઀̯̩̳̹ͥ͛͂

ထே̯ͦͥȅഘ޼͈ࣛ໖തޑഽ̦൚শ๊֚ͅဥ̞ͣͦ̀

̞̹͂ࣉ̢ͣͦͥ SD295 ͤ͢͜ఱ̧̞͈͉Ȅ࡛ह͈ഘ޼

͈ව਀ેޙ̞̽̀ͥ͢ͅȅ

1970 ාయ͈ఛૼ୭͉ࠗȄૼഽ༹̜́ͤḘ̭̏́͜ૼഽ

༹ͬဥ̞̀ఛૼ୭࣐̹ࠗͬ̽ȅ̷͈୭ࠗૼഽ͉Ȅޘ৊༷

࢜͂ޘ৊ೄڙ༷̦࢜ 0.23 Ȅ؀ೄ༷͉࢜Ⱦ 0.11 ̜́ͥȅ

ນ 3.1.2 ͉Ȅૼഽ༹ͥ͢ͅఛૼ୭ࠗ̽̀͢ͅං̹ͣͦ

؊ႁഽ͂ݺယ؊ႁഽͬ๤ڛ̱̹͈̜́ͥ͜ȅգੀ؊ႁഽ

͂֨ಫ؊ႁഽ̵̤͍ͭ͢౯؊ႁഽ͉Ȅةͦ͜Ȅޘ৊༷࢜

̥ͣैဥ̳ͥ౷ૼ൲͈༷̦ఱ̧̞౵̦ං̤ͣͦ̀ͤȄգ

ੀ؊ႁഽ͉ݺယ؊ႁഽ͈࿩ 89% Ȅ֨ಫ؊ႁഽ͉ݺယ؊ႁ ഽ͈࿩ 83% ̞͂̈́̽̀ͥȅ̵ͭ౯؊ႁഽ͉Ȅݺယ؊ႁഽ

͈࿩ 34% ͂ဒဉͬॼ̱̞̭̦̥̀ͥ͂ͩͥȅ

ૼഽ༹́ఛૼ୭̱̹ࠗ C1-1 ޘݗ͈ఛႁ͞་ࠁ଻ෝͬ

ଔ೰̳̹ͥ͛ͅȄ࡛࣐͈ൽႹޘা༷੥ [3.1.3] ܰͅ೰̯ͦ

ͥ RC ޘݗ͈౷ૼশ༗ခକ໹ఛႁ༹ͅ੔̲̀Ȅ̷͈ఛႁ

͂෫ٟࠁఠ̤͍͢་ࠁ଻ෝ͈ଔ೰࣐̹ͬ̽ȅ৘ࡑ́ဥ̞

ͥවႁ౷ૼ൲͉Ȅ 1995 ා໶ࡩࡇධ໐౷ૼ́۷௶̯̹ͦ JR వ৾פܱ჏̜̭̥́ͥ͂ͣȄ౷ૼশ༗ခକ໹ఛႁ༹͉́

ΗͼίԆ౷ૼ൲ͬே೰̱̹ȅນ 3.1.3 ͉Ȅ̷͈ࠫضͬା

ၑ̱̹͈̜́ͥ͜ȅެ̬ͅ۾̳ͥਞޫેఠ͉Ȅఝഘ޼͈

౤໐̦΋ͺ΋ϋ·ςȜΠඤͅ೰಍̯̞̞͈ͦ̀̈́́Ȅ̷

͈ࢰ௵࢘ض͉ܢఞ̧̞̱́̈́͂̀Ȅ΋ϋ·ςȜΠ̦डఱ գੀ؊ႁഽͅో̴̧̳͈͙̱̹ͥ͂͌͂ [3.1.4] ȅਞޫ͈

฻೰͉Ȅգੀ௰̤̫ͥͅٸ௰͈৊༷࢜ഘ޼պ౾ͅ୆̲ͥ

̴͙͌ͅ಍࿒̱࣐̹̀̽ȅ΋ϋ·ςȜΠ̦໅౜̵̳ͥͭ

౯ఛႁ͉Ȅكਹ͈ୃ໅࢐๔߫༐̱ैဥ͈גޣͅ۾̳ͥ༞

ୃ߸ତͬΗͼίԆ౷ૼ൲͈ 0.8 ̱͂̀ॳ੄̱̹ȅ ঘ ك ਹ ͅ ͢ ̽ ̀ ޘ ݗ ܖ ໐ ͅ ୆ ̲ ͥ գ ੀ ؊ ႁ ഽ ͉

1.13N/mm ² Ȅ͂ఱ̧̞̭̦̥͂ͩͥȅ̵ͭ౯঑ۼ๤͉Ȅ

ޘ৊༷̦࢜ 4.4 Ȅޘ৊ೄڙ༷̦࢜ 5.2 ͂̈́ͤȄ๊֚എ̈́ಔ ໐ऺ̱͈͂̀ํս̜̭̦̥ͥ͂ͩͥͅȅ৊༷࢜ഘ޼๤͉

2.02 ɓȄఝഘ޼͈ఘୟ๤͉ಔ๊͈֚໐́࿩ 0.32% Ȅޘݗ ܖ໐͂ಔ͈ષ౤໐́࿩ 0.42% ͂̈́ͥȅ

ެ̬ఛႁ͉Ȅ੝ࣛ໖́࿩ 8,793 ̇ N.m Ȅਞޫ́࿩ 12,936

̇ N.m ̜́ͥȅਞޫެ̬ఛႁ͉Ȅ੝ࣛ໖ެ̬ఛႁ͈࿩ 1.5

෼͂̈́ͤȄ৊༷࢜ഘ޼̦ࣛ໖̱̥͈̀ͣఛႁષઌ̦ఱ̧

̞̭̦̥͂ͩͥȅ

̵ͭ౯ఛႁ͉Ȅޘݗ͈ಎۼ໐ͅպ౾๊̳֚ͥ໐́࿩

2,026 ̇ N Ȅఝഘ޼̦ྟͅ෻౾̯̹ͦޘݗܖ໐͂ಔષ౤໐

́࿩ 2,391 ̇ N ͂̈́ͥȅ΋ϋ·ςȜΠ̦໅౜̳ͥ໦̦Ȅ֚

๊໐́࿩ 46% Ȅޘݗܖ໐͂ಔ͈ષ౤໐́࿩ 39% ͂̈́ͥȅ

଎ 3.1.2 ͉Ȅڎ౯࿂͈੝ࣛ໖ެ̬κȜιϋΠ͂ਞޫެ

̬κȜιϋΠͬȄڎ౯࿂պ౾̥ͣષ໐ࢹ௮۝଻ႁैဥպ

౾͈́͘ݻၗ́ੰ̱̹ެ̬ఛႁȪષ໐ࢹ௮۝଻ႁैဥպ

౾͈ެ̬କ໹ఛႁȫ͂Ȅ̵ͭ౯ఛႁͬ๤ڛ̱̹͈̜́͜

ͥȅ̵ͭ౯ఛႁ͉Ȅكਹ͈ୃ໅࢐๔߫༐̱ैဥ͈גޣͅ

۾̳ͥ༞ୃ߸ତͬΗͼίԆ౷ૼ൲͈ 0.8 ̱̹͈͂͂͜Ȅ 1.0 ̱̹͂ 2 ਅ႒ͬা̱̜̀ͥȅ଎ͤ͢Ȅޘ৊༷࢜Ȅޘ

৊ೄڙ༷͈࢜ၰ༷࢜͂͜Ȅެ̬ఛႁ̵ͤͭ͢͜౯ఛႁ͈

༷̦ఱ̧̩Ȅެ̬ఛႁ͉ޘݗܖ໐́ड͜઀̯̩̞̈́̽̀

̭̦̥ͥ͂ͩͥḙ̏ͦͤ͢Ȅ଎ 3.1.1 ͅা̱̹ C1-1 ࿅߿

͈෫ٟࠁఠ͉Ȅޘݗܖ໐ͅఅੱ̦ਬಎ̳ͥެ̬෫ٟΗͼ ί͂ଔ೰̯ͦͥȅ

଎ 3.1.3 ͉Ȅષ໐ࢹ௮۝଻ႁैဥպ౾̤̫ͥͅକ໹ႁ

E-Defense を用いた実大RC

7

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల ?? ࣢! 2008 ා! ࠮

͂କ໹་պ͈۾߸ͬা̱̹͈̜́ͥ͜ȅࣛ໖་պ̱͂̀Ȅ

੝ࣛ໖་պͬဥ̞̀ॳ੄̱̹ਞޫ஦଻ၚ͉Ȅޘ৊༷࢜́

࿩ 3.1 Ȅޘ৊ೄڙ༷࢜́࿩ 2.9 ࡛͂ह͈ఛૼ୭ࠗܖ੔́ఛ

ૼ୭̯̹͈ࠗͦ͂͜๤ڛ̳ͥ͂Ȅةͦ͜઀̯̞̭̦͂ͩ

̥ͥȅ

Unit: mm Longitudinal reinforcement:

Diameter is 29mm

Area of out side reinforcements 29-32=205.568cm ² Area of middle side reinforcements 29-32=205.568cm ² Area of inner side reinforcements 29-16=102.784cm ² Cover is 100mm

Spacing of bar is 100mm Tie in end region:

Diameter is 13mm

Spacing of out side is 150mm Spacing of middle side is 300mm Spacing of inner side is 300mm Tie in general region:

Diameter is 13mm Spacing is 300mm

I I I

Lap spli ³⁰ ce length I

D=1800 Base section

I 13

I 29 3900 H =7 50 0 950 1150 1500

2600

଎ 3.1.1

C1-1 ࿅߿͈෻޼ેޙ

Fig.3.1.1! Arrangement of reinforcements in cross section.

⴫ 3.1.1 ⸳⸘᧦ઙ Table 3.1.1 Design Conditions

Item Value

Pier height H 7.5m

Section shape of pier Circular

Diameter of cross section of pier D 1.8m

Reaction R _d 2,080kN

Longitudinal W _u ^{LG 2,960kN} Superstructure

Transverse W _u ^{TR 2,080kN} Weight

Pier W _p 794.5kN

Longitudinal h _LG 0.5m

Height of superstructural inertia

force Transverse h _TR 1.8m

Concrete V _ck 27N/mm

Material strength

Yield strength of reinforcement V _sy 345N/mm

Concrete E _c 2.65×10

N/mm

Modulus of elasticity

Reinforcement E _s ^2.0×10

^N/mm

Longitudinal k _h ^{LG 0.23}

Transverse k ^TR _h ^0.23

Design seismic coefficient

Vertical k _v r 0 . 11

8

防災科学技術研究所研究資料 第 331号 2009年

1

ა໲ΗͼΠσȜಠ৪ྴ

!

⴫ 3.1.2

Table 3.1.2 Verification of stress by design seismic coefficients Direction

Longitudinal Transverse k v

12N/mm

10N/mm

Stress

k v

12N/mm

10N/mm

Compression

Allowable stress 13.5N/mm

13.5N/mm

k v

237N/mm

183N/mm

Stress

k v

250N/mm

196N/mm

Flexure

Tensile

Allowable stress 300N/mm

300N/mm

Stress 0.36N/mm

0.27N/mm

Shear

Allowable stress 1.125N/mm

1.125N/mm

0 2000 4000 6000 8000 0

1 2 3 4 5 6

0 1000 2000 3000 4000 0

1 2 3 4 5 6

0m

0.95m 0.95 0.95

4.85m 4.85 4.85

6m

H ei gh t (m ) H ei gh t (m )

Force (kN) Force (kN)

(1) Arrangement of

reinforcement (2) Longitudinal (3) Transverse

Initial yielding flexural strength Ultimate flexural strength

Design shear force ( c c =1.0) Design shear force ( c c =0.8) c c : Modification factor on the effects

of alternating cyclic loading

଎ 3.1.2

ެ̬ఛႁ̵͂ͭ౯ఛႁ͈๤ڛ

Fig.3.1.2 ! Comparison of Flexural Strength and Shear Strength.

E-Defense を用いた実大RC

9

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల ?? ࣢! 2008 ා! ࠮

ນ 3.1.3 ! ࡛ह͈౷ૼশ༗ခକ໹ఛႁ༹ͥࠗ͢ͅॳࠫض

Table 3.1.3 ! Summary of determined dimensions.

Direction Longitudinal Transverse

Compression stress by dead load in pier base 1.13N/mm ²

Shear span ratio 4.4 5.2

Reinforcement ratio 2.02%

Area I 13×3 : 380.1mm ²

Spacing 300mm

Tie in general region

Tie ratio 0.317%

Area I 13×2 : 253.4mm ²

Spacing 150mm

Tie in end region

Tie ratio 0.422%

Yielding period of pier 0.61sec 0.64sec

Moment 2090.8kN ¦ m

Cracking

Curvature 1.279×10 ^-4 (1/m)

Moment 8792.7kN ¦ m

Initial yielding

Curvature 1.644×10 ^-3 (1/m)

Moment 12936.3kN ¦ m

Ultimate

Curvature 1.009×10 ^-2 (1/m)

Load 1099.1kN 945.4kN

Initial yielding

Deflection 0.0315m 0.0418m

Load 1617.0kN 1391.0kN

Yielding

Deflection 0.0463m 0.0615m

Load 1617.0kN 1391.0kN

Flexural strength

Push over load-displacement

Ultimate

Deflection 0.0984m 0.1226m

Shear strength provided by concrete 928.7kN

Shear strength provided by shear reinforcement 1097.0kN Design shear force

in general region

Design shear force 2025.6kN

Shear strength provided by concrete 928.7kN

Shear strength provided by reinforcement 1462.6kN Shear

strength

Design shear force in end region

Design shear force 2391.3kN

10

防災科学技術研究所研究資料 第 331号 2009年

1

ა໲ΗͼΠσȜಠ৪ྴ

! !

0 50 100 150

0 500 1000 1500 2000

0 50 100 150

0 500 1000 1500 2000

Clacking

Initial yielding

Ultimate

L oa d (k N )

Displacement (mm) (1) Longitudinal

Clacking

Initial yielding

Ultimate

L oa d (k N )

Displacement (mm) (2) Transverse

଎ 3.1.3 ! كਹȡ་պ

Fig.3.1.3 ! Load vs. Displacement Relation.

E-Defense を用いた実大RC

11

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮

3.2 ! RC ޘݗ࿅߿ୋै͂৘ࡑ௡౾͈ΓΛΠͺΛί 3.2.1 RC ޘ ݗ ࿅ ߿ ୋ ै

1) ΋ϋ·ςȜΠদࡑႯ!

RC ޘݗ࿅߿͈΋ϋ·ςȜΠ͈୭ࠗޑഽ͉ 27N/mm ² ́

̜ͥ㧚̭͈୭ࠗޑഽ͈΋ϋ·ςȜΠͬୋै̳̹ͥ͛ͅদ ࡑఘୋैͅ୶ၛ̽̀΋ϋ·ςȜΠ͈দࡑႯ͂գੀޑഽদ ࡑ ͬ ࣐ ̞ Ȅ ঀ ဥ ̳ ͥ ୆ ΋ ϋ · ς Ȝ Π ͈ ࡤ ͍ ޑ ഽ ͬ 24 N/mm ² ͂ࠨ೰̱̹ȅদࡑႯͤࠫضͬນ 3.2.1 ͅা̳ȅ

2)RC ޘݗ࿅߿ୋैȆ׋เ!

RC ޘݗ࿅߿͉Ȅ E-Defense ົ౷ඤͅ୭̫̹ୋैμȜΡ

̤̞̀ͅ෻޼ழၛ㧘΋ϋ·ςȜΠ͈఑୭࣐ͬ̽̀ୋै̱

̹ȅ΋ϋ·ςȜΠ͈఑୭͉ȄέȜΙϋΈ໐Ȅޘݗಔܖ໐Ȅ ಔષ໐Ȅၴ໐͈ 4 ٝͅ໦̫࣐̹̀̽㧚 RC ޘݗ࿅߿ୋै

ͅဥ̞̹΋ϋ·ςȜΠ෻ࣣນͬນ 3.2.2 ȡ 3 ͅা̳㧚 দࡑఘୋैμȜΡ̥͈ͣ׋เ͉ȄέȜΙϋΈ௰࿂ͅ

ܖ͈ήρΉΛΠͬ୭౾̱ȄΐλΛ΅ͺΛί̱̀ E-Defense

̦ਫ਼ခ̳ͥξΣΛΠ΅λςȜͅ൏श̱̀ૼ൲৘ࡑ൓ඤͅ

׋เ̱̹ȅ̷͈ેޙͬৢ૯ 3.2.1

2 ͅা̳ȅ

ৢ૯ 3.2.1

RC ޘݗ࿅߿ΐλΛ΅ͺΛί

Photo 3.2.1 Jacking up of the column.

3)RC ޘݗ࿅߿΋ϋ·ςȜΠݞ͍ഘ޼͈ऺၳদࡑࠫض

ນ 3.2.4 ͉㧘୆΋ϋ·ςȜΠ͈຦ৗۯၑͬ࿒എ̱̹͂

ດ੔ူ୆࡛͂౷ܨಎူ୆ͥ͢ͅգੀޑഽ̜́ͥȅૼ൲ర

৘ࡑ඾͈ܨಎူ୆ͥ͢ͅգੀޑഽ͉ 30.7 N/mm ² ̜́ͥ

̦㧘 28 ඾ޑഽ͉́ 34.1 N/mm ² ͂݃࿚͈ॼͥࠫض̜́̽

̹ȅ

ນ 3.2.5ȡ8 ͉΋ϋ·ςȜΠ͈գੀޑഽ͂୓౮଻೰ତͬ

ݥ̹͛ͥ͛ͅ৘ঔ̱̹ऺၳদࡑࠫض̜́ͥȅນ 3.2.5 ͉

ೄࠂЋ 150 ȿ̯ࣞ 300mm ͈ΞΑΠάȜᾼͥ͢ಔ໐͈ऺ

Ⴂ 28 ඾ޑഽ́Ȅ̷͈౵͉ 27 ȡ 29N/mm ² ̜́ͥȅນ 3.2.6

͉ಔܖ໐΋ϋ·ςȜΠ఑୭̵ࣣͩ̀ͅै଼̱̹ 1m ڙ͈

΋ϋ·ςȜΠήυΛ·̥ͣ΋ͺา̧̱̹ऺႢ 28 ඾͈Ћ

100×200mm ͈ΞΑΠάȜᾼ͈ͥ́͢͜Ȅ 28N/mm ² ̜́

ͥȅ

ນ 3.2.5 ȡ 6 ͅা̳ऺႢ 28 ඾͈́΋ϋ·ςȜΠ͈գੀ

ޑഽ͉࿒ດޑഽ 27 N/mm ² ͬྖ௷̳͈̜̹ͥ́̽͜ȅ

ນ 3.2.7 ȡ 8 ͉ૼ൲৘ࡑ൚඾͈́գੀޑഽ͂୓౮଻߸ତ

̜́ͥȅಔܖ໐͈գੀޑഽ͉ 32 ȡ 34 N/mm ² ̜́ͤȄऺ

Ⴂ 28 ඾ޑഽ͉ͤ͢௩ح̱̞̹̀ȅޘݗષ໐͉Ȅޘݗܖ໐

ͅ๤͓̀գੀޑഽ̦೩̜̹͛́̽ȅ

RC ޘݗ࿅߿ͅဥ̞̹ഘ޼͈ JIS ܰڒͅܖ̞̹̿ऺၳদ ࡑࠫضͬນ 3.2.9 ͅা̳ȅ

ৢ૯ 3.2.2

RC ޘݗ࿅߿׋เ

Photo 3.2.2 Transportation of the Specimen.

12

防災科学技術研究所研究資料 第 331号 2009年

1

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮

ນ 3.2.1

΋ϋ·ςȜΠদࡑႯࠫض

Table 3.2.1 Preliminary compression test of column concrete.

6JGFC[QHOKZKPI㧦,WN 0QOKPCN

UVTGPIVJ 㧔0OOs 5VCPFCTF EWTKPI

#VOQURJGTKE EWTKPI

5VCPFCTF EWTKPI

#VOQURJGTKE EWTKPI

5VCPFCTF EWTKPI

#VOQURJGTKE EWTKPI

0Q

0Q

0Q

#XGTCIG

0Q

0Q

0Q

#XGTCIG

0Q

0Q

0Q

#XGTCIG

9GGMVJ,WN[ 9GGMU㧔VJ#WIWUV㧕 9GGMUVJ#WIWUV

ນ 3.2.2 !

΋ϋ·ςȜΠ෻ࣣນ! ޘݗݞ͍ޘݗೀ໐ Table 3.2.2 ! Mix proportion for column concrete.

9CVGTEGOGPV 5CPF

㨃㧯 UC %GOGPV 9CVGT 5CPFԘ 5CPFԙ #IITGICVG #FFKVKXG #FFKVKXG

%GOGPV 0QOKPCNUVTGPIVJ㧔TGSWKTGF㧕 5NWOR /CZKOWOUK\GQH EQCTUGCIITGICVG

1TKFKPCT[RQTVNCPFE 0OO㫨 OO OO

9GKIJVQHWPKVXQNWOG㧔㨗㨓㨙㫩㧕

ນ 3.2.3 ! ΋ϋ·ςȜΠ෻ࣣນ! έȜΙϋΈ໐

Table 3.2.3

Mix proportion for column concrete.

9CVGTEGOGPV 5CPF

㨃㧯 UC %GOGPV 9CVGT 5CPFԘ 5CPFԙ #IITGICVG #FFKVKXG #FFKVKXG

0OO㫨 OO OO

9GKIJVQHWPKVXQNWOG㧔㨗㨓㨙㫩㧕

%GOGPV 0QOKPCNUVTGPIVJ㧔TGSWKTGF㧕 5NWOR /CZKOWOUK\GQH EQCTUGCIITGICVG 2QTVNCPFDNCUVHWTPCEG

UNCIE$

E-Defense を用いた実大RC

13

ა໲ΗͼΠσȜಠ৪ྴ

ນ 3.2.4

຦ৗۯၑͬ࿒എ̱̹͂ 4% ޘݗ࿅߿ݗ໐͈΋ϋ·ςȜΠգੀদࡑࠫض

Table 3.2.4

Compressive strength of column concrete.

#XGTCIG 0চ

0চ

CVOQURJGTKE EWTKPI CVOQURJGTKE

EWTKPI

UVCPFCTF EWTKPI UVCPFCTF

EWTKPI

VJGNQYGT RCTVQH

EQNWOP

Ǿ˜

VJGNQYGT RCTVQH

EQNWOP

Ǿ˜

VJGNQYGT RCTVQH

EQNWOP

Ǿ˜

UVCPFCTF EWTKPI

VJGNQYGT RCTVQH

EQNWOP

Ǿ˜

VJGNQYGT RCTVQH

EQNWOP

Ǿ˜

%QORTGUUKXGUVTGPIVJ 㧺㨛㧚 0QVG

6GUV

2QUKVKQP 5K\GOO

#IG

;/& &C[U

ນ 3.2.5 ! ΋ϋ·ςȜΠऺႢ 28 ඾ޑഽȪ̷͈ 1 ȫ

Table 3.2.5

28-day strength of column concrete Ȫ 1 ȫ .

.QCF㧔/CZ %5 #XGTCIG

㨗0 0চs 0চ㧞

VJG7RRGT RCTVQH

EQNWOP

Ǿ˜

VJGNQYGT RCTVQH

EQNWOP

Ǿ˜

㧺㨛㧚

%QORTGUUKXGUVTGPIVJ

;/& &C[U 6GUV

2QUKVKQP 5K\GOO

#IG

ນ 3.2.6 ! ΋ϋ·ςȜΠऺႢ 28 ඾ޑഽȪ̷͈ 2 ȫ

Table 3.2.6 28-day strength of column concrete Ȫ 2 ȫ .

.QCF㧔/CZ %5 #XGTCIG

㨗0 0চ

0চ

#XGTCIG

+P

+P

+P

+P

1WV

1WV

1WV

1WV

6GUV

;/&

%QORTGUUKXGUVTGPIVJCPF'NCUVKEOQFWNWU

%WDG URGEKOGP

˜˜O

EQTG URGEKOGP

Ǿ˜

%QORTGUUKXGUVTGPIVJ 'NCUVKEOQFWNWU

&C[U 㧔M0চ

㧕

2QUKVKQP 5K\GOO

#IG

㧺㨛㧚

14

防災科学技術研究所研究資料 第 331号 2009年

1

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮

ນ 3.2.7 ! ૼ൲ర৘ࡑ඾͈΋ϋ·ςȜΠգੀޑഽݞ͍୓౮଻೰ତȪ̷͈ 1 ȫ

Table 3.2.7 Compressive strength of column concrete at test day (1).

.QCF %5 #XGTCIG

M0 0চ

0চ

#XGTCIG

㧔M0চ

㧕

VJGNQYGT RCTVQH

EQNWOP

Ǿ˜

VJGWRRGT RCTVQH

EQNWOP

Ǿ˜

Ǿ˜

VJGNQYGT RCTVQH

EQNWOP

Ǿ˜

(QQVKPI Ǿ˜

VJGWRRGT RCTVQH

EQNWOP 6GUV

2QUKVKQP

#IG

%QORTGUUKXGUVTGPIVJ 'NCUVKEOQFWNWU

;/&

5K\G

OO &C[U

ນ 3.2.8

ૼ൲ర৘ࡑ඾͈΋ϋ·ςȜΠգੀޑഽݞ͍୓౮଻೰ତȪ̷͈ 2 ȫ

Table 3.2.8

Compressive strength of column concrete at test day (2).

.QCF JF %5 #XGTCIG

M0 OQFWNWU 0চ

0চ

#XGTCIG

;/& &C[U 㧔M0চ

㧕

6GUV

2QUKVKQP

#IG

%WDG URGEKOGP

˜˜O

EQTG URGEKOGP

Ǿ˜

5K\G OO

%QORTGUUKXGUVTGPIVJCPF'NCUVKEOQFWNWU

%QORTGUUKXGUVTGPIVJ 'NCUVKEOQFWNWU

E-Defense を用いた実大RC

15

ა໲ΗͼΠσȜಠ৪ྴ

ນ 3.2.9 ! ޘݗ໐ͅဥ̞̹ഘ޼͈֨ಫদࡑࠫض

Table 3.2.9 Strength of column reinforcements.

(a) Longitudinal reinforcement Ȫ D29 ! SD345 ȫ

;KGNF UVTGPIVJ

'NCUVKE OQFWNWU

6GPUKNG UVTGPIVJ

$TGCMKPI

GNQPICVKQP 0QVGU 㧔/RC )RC /RC &

0Q ࡠ࠶࠼⇟ภ

0Q )

0Q ਥ㋕╭

#XGTCIG

(b) Tie reinforcement (inner layer) Ȫ D13 ! SD345 ȫ .

;KGNF UVTGPIVJ

'NCUVKE OQFWNWU

6GPUKNG UVTGPIVJ

$TGCMKPI

GNQPICVKQP 0QVGU 㧔/RC )RC /RC &

0Q ࡠ࠶࠼⇟ภ

0Q )

0Q ౝ஥Ꮺ㋕╭

#XGTCIG

(c) Tie reinforcement (middle layer) Ȫ D13 ! SD345 ȫ .

;KGNF UVTGPIVJ

'NCUVKE OQFWNWU

6GPUKNG UVTGPIVJ

$TGCMKPI

GNQPICVKQP 0QVGU 㧔/RC )RC /RC &

0Q ࡠ࠶࠼⇟ภ

0Q %

0Q ਛ஥Ꮺ㋕╭

#XGTCIG

(d) Tie reinforcement (outer layer) Ȫ D13 ! SD345 ȫ .

;KGNF UVTGPIVJ

'NCUVKE OQFWNWU

6GPUKNG UVTGPIVJ

$TGCMKPI

GNQPICVKQP 0QVGU 㧔/RC )RC /RC &

0Q ࡠ࠶࠼⇟ภ

0Q )

0Q ᄖ஥Ꮺ㋕╭

#XGTCIG

16

防災科学技術研究所研究資料 第 331号 2009年

1

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮

3.2.2 ৘ࡑ௡౾͈ΓΛΠͺΛί

৘ࡑ௡౾͉Ȅ 2 ࠂۼ͈ޘၴࠁ৆̜́ͥȅ̷͈ΓΛΠ ͺΛίͬ଎ 3.2.1 ͅা̳ȅ ଎ 3.2.1 ͅা̳̠͢ͅಎ؇ͅ

RC ޘݗ࿅߿ͬ୭౾̱Ȅ౤໐طర͈͂ۼࠥͬͅള̱Ȅࠥ

ષͅષ໐ࢹ௮ਹၾͅ௖൚̳ͥζΑͬ୭౾̱̞̀ͥȅ͈ࠥ

ৗၾ͉ 1 ܖ́ 22.7t Ȅఱ̧̞ζΑ͉ 78 ̐Ȅ઀̯̞ζΑ͉

44.6t Ȅ঑ઇ͂२໦ႁࠗ́ 10.2 ̜̐́ͥȅࠥȄζᾼ঑ઇ

́ͬ͘܄̹͛஠ષ໐ࢹ௮ਹၾ͉ 2949.8 ̇ N Ȫ 300.8 ̐ȫ́

̜ͥȅષ໐ࢹ௮̥ͣ RC ޘݗ࿅߿ͅैဥ̳ͥঘكਹ͉঑

ઇਹၾ͜܄͛̀஠ఘ́ 2050 ̇ N ̜́ͥȅષ໐ࢹ௮ਹၾݞ

͍ RC ޘݗ࿅߿ͅैဥ̳ͥঘكਹ฽ႁͬ଎ 3.2.2 ͅা̳ȅ

RC ޘݗ࿅߿ષ͉ࠥͬͅ঑঵̳ͥ঑ઇ͂঑ઇͅैဥ̳

ͥષ໐ࢹ௮۝଻ႁͬࠗ௶̳̹͈ͥ͛२໦ႁࠗͬ୭౾̳ͥȅ

̷͈୭౾ેޙͬ଎ 3.2.3 ͅা̳ȅ RC ޘݗഛ౤ષ͈ࡥ೰঑

ઇ͉ޘ৊༷࢜Ȅޘ৊ೄڙ༷࢜Ȅ؀ೄ༷࢜ͅࡥ೰́Ȅڎ৊

ਔ͉ͤͅخ൲̜́ͥȅٸࠥ௰͈̳͓ͤ঑ઇ͉ࠥͬ؀ೄͅ

঑঵̳ͥഢുཡগ঑ઇ́Ȅ͈ࠥ؀ೄ৊ਔ͈ͤٝഢͅ؊̲

̀ڲͥࢹ௮̜́ͥȅ

଎ 3.2.4 ͉౤໐طరષ͈঑ઇ́Ȅޘ৊༷࢜خ൲Ȅೄڙ

༷࢜ࡥ೰̜́ͥȅນ 3.2.10 ͉ࡥ೰঑ઇȄخ൲঑ઇȄഢു

ཡগ঑ઇ͈ݺယఛႁͬা̳͈̜́ͥ͜ȅ

E-Defense を用いた実大RC

17

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮

଎ 3.2.1 ! RC ޘݗ৘ࡑ͈ΓΛΠͺΛί

Fig.3.2.1 C1 Component Experiments.

!

! ! ! ! ! ! ! ! ! ! ! ! _Rd=450.1 ̇ N(45.9t) ! ! ! ! ! ! _Rd=1024.8 ̇ N Ȫ 104.5t ȫȿ 2 ܖɁ 2050 ̇ N Ȫ 209 ̐ȫ

଎ 3.2.2

4% ޘݗ৘ࡑષ໐ࢹ௮͈୭౾͂ঘكਹ฽ႁ

Fig.3.2.2 Super structure and dead load for C1 component experiments.

18

防災科学技術研究所研究資料 第 331号 2009年

1

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮

! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !

! ! ! ! (a)Fixed bearing ! ! ! ! ! ! ! ! ! ! ! (b)Load Cell

(c)Bearings and Load cells on the bent cap

଎ 3.2.3 ! _RC ޘݗ࿅߿ષ͈঑ઇ͂२໦ႁ͈ࠗΓΛΠͺΛί

Fig.3.2.3 Bearings and Load Cells on the Bent Cap.

଎ 3.2.4 ! ౤໐طర͈ޘ৊༷࢜خ൲Ȇޘ৊ೄڙ༷࢜ࡥ೰঑ઇ

Fig.3.2.4 Movable bearings on the end support.

E-Defense を用いた実大RC

19

ა໲ΗͼΠσȜಠ৪ྴ

ນ 3.2.10 ! ^{঑ઇ͈ఛႁ}

Table 3.2.10 ! Performance of bearings.

C1-6 (C1 setup with additional mass) was considered.

Bearing Force Condition Demand and Capacity

Vertical compression

force

During excitation

R V Ɂ 1066kN ! Ʌ! 3800 ȿ 1.7 Ɂ 6460kN (Allowable stress of support plate)

Vertical tensile

force During excitation R U Ɂ 1038kN ! Ʌ! 5129kN (Shear capacity of bolts) Longitudinal

direction

R H Ɂ 2604kN ! Ʌ! 5360kN (Bond strength of anchor bolts) Lateral force

Transverse direction

R H Ɂ 1332kN ! Ʌ! 5811kN (Shear capacity of set bolts) Longitudinal

direction ^*

ϾɁ 5.2 ɋ! ! Ʌ! 8 ɋ Fixed bearings

(On the column)

Rotation

Transverse direction ^*

ϾɁ 0.1 ɋ! ! Ʌ! 8 ɋ

Vertical compression

force

During excitation

R V Ɂ 2375kN ! Ʌ! 2946kN (Allowable stress of support plate)

Vertical tensile

force During excitation R U Ɂ 667kN ! Ʌ! 1500kN (Tensile strength of bolts) Longitudinal

direction

ȝ Lateral force

Transverse direction

R H Ɂ 861kN ! Ʌ! 2945kN (Shear capacity of set bolts) Longitudinal

direction ^*

ϾɁ 0.5 ɋ! Ʌ! 6 ɋ Movable bearings

(On the end support)

Rotation

Transverse direction ^*

ϾɁ 1.7 ɋ! Ʌ! 6 ɋ!

Side sliders (On the column)

Vertical compression

force

During excitation

R V Ɂ 2072kN ! Ʌ! 4241kN (Allowable stress of support plate)

*Rotation in longitudinal and transverse directions means rotation around transverse and longitudinal axes, respectively.

! ! ! ! ! ! ! ! W U a Ɂ 2156kN ! ! ! ! ! ! ! ! ! W U b Ɂ 2156kN

! ! ! ! ! ! ! Ȫ Weight of super structure ȫ

! ! ! ! Rea Ɂ 890kN ! ! ! Rca Ɂ 1266kN

! ! ! ! ! ! ! ! Ȯ Fix bearing R d Ɂ 446kN Ȅ Side sliders R d Ɂ 410kN ȟ each ȯ

! ! ! ! ! ! ! ! ! ȇ Fix bearings ! ! ! ! ! ! ! ȇ Side sliders Ȫ on the column ȫ

! ! ! ! ! ! ! ! ! ! ȇ Movable bearing ! ! ! ȇ Side sliders Ȫ on the end support ȫ

20

防災科学技術研究所研究資料 第 331号 2009年

1

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮

3.3 ! ࠗ௶

ࠗ௶଼໦ͬນ 3.3.1 ͅা̳ȅح௸ഽࠗȄ२໦ႁࠗȄ͌

̴͙ΊȜΐȄ་պࠗȄ௸ഽ͈ࠗ৾ͤັ̫ࠗ௶ܕ͈௙ତ͉

677 ଼໦̜́ͥḙ͈̏ఈͅૼ൲రଷࢄ۾Ⴒ͈ࠗ௶̦༆ഷ

ͅ 64 ଼໦̦̜ͤȄ̯ͣͅ२ষࡓ་պࠗ௶̦̜ͥȅࠗ௶଼

໦͈༷͉࢜ޘ৊༷࢜ͬ˵༷࢜Ȅޘ৊ೄڙ༷࢜ͬ˴༷࢜Ȅ

؀ೄ༷࢜ͬ˶̷̸༷࢜͂ͦͦ೰̱̞݅̀ͥȅजດ͈ࡔത

͉Ȅޘݗܖ໐͈ಔ౯࿂͈ಎ૤̱̞͂̀ͥȅ

! ଎ 3.3.1 ͉ૼ൲రȄ RC ޘݗ࿅߿ͅ୭౾̱̹ح௸ഽ͈ࠗ

պ౾ͬা̱̞̀ͥȅ଎ 3.3.2 ͉ࠥݞ͍ࠥષ͈ζᾼ୭౾

̱̹ح௸ഽ͈ࠗպ౾ͬা̱̞̀ͥȅح௸ഽ͉̳͓ࠗ̀

΍Ȝδ߿ح௸ഽ̜ࠗ́ͥȅ

଎ 3.3.3 ͉Ȅ RC ޘݗ࿅߿ݞ͍ࠥͅ୭౾̱̹་պࠗպ౾

ͬা̱̞̀ͥȅέȜΙϋΈ͈຾ષͤȄ̳͓͈ͤ࠿੄͉ͅ

τȜΎȜ་պࠗͬဥ̞̞̀ͥȅޘݗȄ͈ࠥఱ̧̈́་պͅ

̞͉̾̀χͼμȜ৆་պࠗͬဥ̞̞̀ͥȅޘݗၴ໐͈ڙ ໐͉ͅχͼμȜ৆་պࠗͬೄ࢐̳̠ͥ͢ͅ୭౾̱Ȅݗ໐

͉ࠗ௶طరͤ͢০͛ͅχͼμȜ৆་պࠗͬ୭౾̱̞̀ͥȅ

̤̈́Ȅޘݗၴئ໐͈؀ೄ་պ͉τȜΎȜ་պࠗͬဥ̞̀

̞ͥȅ

଎ 3.3.4 ͉ޘݗഛ౤ͅ୭౾̱̹२໦ႁࠗȪ२଼໦كਹ

ࠗȫ̜́ͥȅ͈֚̾ࡥ೰঑ઇ͈ئͅ 8 రȄ͈֚̾ഢുཡ গ঑ઇ͈ئͅ 4 రȄࠗ 32 ర͈२໦ႁࠗͬ୭౾̱̹ȅ

଎ 3.3.5 ͉Ȅ RC ޘݗ࿅߿ඤ໐͈৊༷࢜ഘ޼Ȅఝഘ޼ͅ

୭౾̴̱̹͙͌ΊȜΐ͈պ౾ͬা̱̞̀ͥȅ৊༷࢜ഘ޼

͉ͅഘ޼͈ඤ௰͂ٸ௰̴͙͌ͅΊȜΐͬഡͤȄࠗ௶শͅ

ެ଼̬໦ͬ௖फ़̱̀৊̴༷͙࢜͌ͬ࠿੄̱̞̀ͥȅఝഘ

޼͉ͅഘ޼͈ષ࿂ͅഘ޼͈৊̴༷͙࢜͌ͅΊȜΐͬ୭౾

̱̹ȅ

଎ 3.3.6 ͉Ȅޘݗܖ໐ͅ୭౾̱̹ެၚ௶೰ဥ͈་պࠗ

̜́ͥȅ་պ͉ࠗམે་պ̜ࠗ́ͥȅޘ৊༷࢜͂ޘ৊ೄ

ڙ༷͈࢜ެၚͬ௶೰̳̠ͥ͢ͅȄڎ৊༷࢜ͅ 10 ర͈་պ

ࠗͬ୭౾̱̹ȅ̯ͣͅȄ 45 ഽ༷࢜ͅܖ໐͈͙ͅڎ 1 ర͈

་պࠗͬ୭౾̱̹ȅ

! ଎ 3.3.7 ͉Ȅ२ষࡓ་պ௶೰͈௶೰ത͂௶೰ത๔࣢ͬ

া̱̞̀ͥȅ௶೰ത͉ LED ͬဥ̞̹อ࢕ఘ̜́ͥȅࠗ௶

͉Ȅໝତర͈΃ιρͬဥ̞̀ڎ௶೰ത͈୲చ་պͬࠗ௶

̱Ȅࢃੜၑ̀ͅέȜΙϋΈȪ 47 ௶೰തȫ̥͈ͣ௖చ་պ

̀ͅນা̳̭̱̹ͥ͂ͅȅ

ນ 3.3.1 ! ࠗ௶଼໦

Table 3.3.1 Measuring points.

(a)Accelerometers

ID Objective Direction Number of

channels

A-1 ȡ 12 Table acceleration X,Y,Z 12

A-13 ȡ 24 Footing acceleration X,Y,Z 12

A-25 ȡ 39 Acceleration at the top of column (7.5m from the base) X,Y,Z 15

A-40 ȡ 47 Acceleration at 6.0m from the base X,Y 8

A-48 ȡ 55 Acceleration at 4.0m from the base X,Y 8

A-56 ȡ 63 Acceleration at 2.0m from the base X,Y 8

A-64 ȡ 105 Acceleration at Yp(W) deck and mass blocks on it X,Y,Z 42

A-106 ȡ 147 Acceleration at Yn(E) deck and mass blocks on it X,Y,Z 42

A-148 ȡ 153 Acceleration at Yp(W) end support X,Y,Z 6

A-154 ȡ 159 Acceleration at Yn(E) end support X,Y,Z 6

A-160 ȡ 167 Acceleration of center frame at 2.0m from the base X,Y 8

A-168 ȡ 175 Acceleration of center frame at 4.0m from the base X,Y 8

A-176 ȡ 183 Acceleration of center frame at 6.0m from the base X,Y 8

A-184 ȡ 191 Acceleration of center frame at 7.5m from the base X,Y 8

(b)Load cells

ID Objective Number of points Number of

channels

˨ 1 ȡ 32 Inertia force at the top of the column 3 directions @ 32 load cells 96

E-Defense を用いた実大RC

21

ა໲ΗͼΠσȜಠ৪ྴ

(c)Strain gauges

ID Objective Number of

points

Number of channels

˯ - ˍȡ 168 Strain of longitudinal bars 168 168

˯ -169 ȡ 256 Strain of ties 88 88

(d) Displacement transducers

ID Objective Number of

points

Number of channels

D1 ȡ 16 Uplift and slide of the footing 4 @ 4 faces 16

D17 ȡ 24 Column displacement at 2.0m from the base 2 directions

@ 4 faces 8

D25 ȡ 32 Column displacement at 4.0m from the base 2 directions

@ 4 faces 8

D33 ȡ 40 Column displacement at 6.0m from the base 2 directions

@ 4 faces 8

D41 ȡ 48 Column displacement at 7.5m from the base 2 directions

@ 4 faces 8

D49 ȡ 52 Vertical column displacement at the bottom of lateral beam 2 points @ 2

faces 4

D53 ȡ 54 Lateral displacement of movable bearing on Yp(W) end

support in longitudinal direction 2 2

D55 ȡ 56 Lateral displacement of movable bearing on Yn(E) end

support in longitudinal direction 2 2

D57 ȡ 60 Displacement of movable bearing on Yp(W) end support in

transverse and vertical directions 4 4

D61 ȡ 64 Displacement of movable bearing on Yn(E) end support in

transverse and vertical directions 4 4

D65 ȡ 74 Vertical displacement for curvature in Xp face 10 10

D75 ȡ 84 Vertical displacement for curvature in Xn face 10 10

D85 ȡ 94 Vertical displacement for curvature in Yn face 10 10

D95 ȡ 104 Vertical displacement for curvature in Yp face 10 10

D105 ȡ 108 Vertical displacement at the column base 4 4

D109 ȡ 112 Vertical displacement between the top of the column and

Yp(W) deck 4 4

D113 ȡ 116 Vertical displacement between the top of the column and

Yn(E) deck 4 4

G Velocimeters

ID Objective Number of

points

Number of channels

˲ 1 ȡ 9 Acceleration, velocity and displacement measured at footing by velocimeter

3 directions

@ 3 components

9

˲ 10 ȡ 18 Acceleration, velocity and displacement measured at the top of column by velocimeter

3 directions

@ 3 components

9

22

防災科学技術研究所研究資料 第 331号 2009年

1

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮

଎ 3.3.1 ! ૼ൲రȄ RC ޘݗ࿅߿ح௸ഽࠗ୭౾պ౾

Fig.3.3.1 ! location of accelerometers on shaking table and column.

଎ 3.3.2 ! ࠥح௸ഽࠗ୭౾պ౾

Fig.3.3.2 ! location of accelerometers on super structure.

E-Defense を用いた実大RC

23

ა໲ΗͼΠσȜಠ৪ྴ

଎ 3.3.3 ! _RC ޘݗ࿅߿་պࠗ୭౾պ౾

Fig.3.3.3 ! Location of displacement transducers.

24

防災科学技術研究所研究資料 第 331号 2009年

1

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮

଎ 3.3.4 ! _RC ޘݗഛ౤२໦ႁࠗ୭౾պ౾

Fig.3.3.4 ! Location of load cells.

଎ 3.3.5 ! 4% ޘݗ࿅߿ഘ޼̴͙͌ΊȜΐ୭౾պ౾

Fig.3.3.5 ! Location of strain gauges for reinforcing bars.

E-Defense を用いた実大RC

25

ა໲ΗͼΠσȜಠ৪ྴ

!

଎ 3.3.6 ! ެၚ௶೰ဥ་պࠗ୭౾պ౾

Fig.3.3.6 ! location of displacement transducers for curvature.

26

防災科学技術研究所研究資料 第 331号 2009年

1

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮

!

(a) ଷࢄ৒௰ୃ࿂̥ͣࡉ̹ৢ૯Ȫ 1 ȡ 17 ๔ȫ! ! ! (b) ၔ௰̥ͣࡉ̹ৢ૯Ȫ 18 ȡ 32 ๔ȫ

( c ) ޘݗئ໐͈ζȜ΃Ȝ෻౾Ȫ 35 ȡ 47 ๔ȫ

!

଎ 3.3.7

२ষࡓ་պ௶೰! ζȜ΃Ȝ͈෻౾͂๔࣢ڬ൚̀

Fig.3.3.7 ! Location of markers for three dimensional displacement measurements.

E-Defense を用いた実大RC

27

ཡबشڠܿ੅ࡄݪਫ਼ࡄݪ༭࣬! ల 66 ࣢! 2004 ා 9 ࠮ 3.4 ! වႁ౷ૼ൲

ࢹ௮໤ͅैဥ̳ͥ౷ૼ൲͉Ȅܖயࢹ௮.ਔ༏౷๕ࠏ͈൲ എ௖ࡽैဥ࢘ضͤ͢ͅȄ౷ນ࿂ષ́۷௶̯ͦͥ౷ૼ൲ͅ

๤̷͓͈̀౷ૼ൲ޑഽ̦೩ئ̳̭̦ͥ͂ࡣ̩̥ͣ౶ͣͦ

̞̀ͥ [3.4.1] ȡ [3.4.3] ȅ̷͈̹͛Ȅ৘षͅࢹ௮໤ͅैဥ̳

ͥ౷ૼ൲ͬခ࢘වႁ౷ૼ൲Ȅ౷ૼ൲ޑഽ̦೩ئ̳̭ͥ͂

ͬවႁఅ৐͂ࡤ̭̦̜͐͂ͥḙ͈̠࡛̏̈́͢ય͉Ȅఉ̩

͈ࢹ௮໤ͅଃఱ̈́๭ٺ̹̱̹ͬͣ͜ 1995 ා໶ࡩࡇධ໐

౷ૼ́͜۷௶̯̞ͦ̀ͥ [3.4.4] Ȅ [3.4.5] ȅࢹ௮໤͈৘໤ఱ

ૼ ൲ ෫ ٟ ৘ ࡑ ͬ ࿒ എ ͂ ̱ ̹ २ ষ ࡓ ૼ ൲ ෫ ٟ ৘ ࡑ ঔ ୭

Ȫ E-Defense ȫͬ၌ဥ̱̹ૼ൲৘ࡑ̤̞̀͜ͅḘ͈̏൲എ

௖ࡽैဥ͈גޣͬࣉၪ̱̹ࠁ́حૼ৘ࡑ࣐̠͈̦ͬབ͘

̱̞ȅ̱̥̱Ȅ E-Defense ͕͈̓ఱ߿͈ૼ൲ర́͜Ȅ฼ྫ

ࡠ౷๕̱͈͂̀෨൲͈֝८࡛ય൝ͬୈഽၻ̩࿅߿ا̳ͥ

̧̭͉̞̹͂́̈́͛Ȅષ੆̱̹ခ࢘වႁ౷ૼ൲ͬ࿅߿ͅ

̽̀͢ठ࡛̳̭͉ͥ͂ඳ̱̞ȅඅͅȄచય̳͂ͥࢹ௮໤

͈࿅߿̦ఱ̧̩͕̈́ͦ͊̈́ͥ̓Ȅࢹ௮໤͂׿༷౷๕ۼ͈

ݻၗ̦ౣ̩̹̈́ͥ͛Ȅ฼ྫࡠ౷๕̱͈͂̀ݷ൲ͬ࿅߿ͅ

̽̀͢৘࡛̳̭͉ͥ͂ͤ͢ඳ̱̩̈́ͥḙ͈̠̏̈́͢ેޙ

ئ͉́Ȅ

E-Defense ͈حૼͅဥ̞ͥවႁ౷ૼ൲̷͈͈͜

ͅ൲എ௖ࡽैဥͥ͢ͅ౷ૼ൲͈೩ࡘ࢘ضͬࣉၪ̳ͥຈါ

̦̜ͥȅ!

ུ୯͉́Ȅحૼ৘ࡑͅဥ̞ͥ࿅߿ࢹ௮໤ͬܖயࡥ೰͂

̱̹ાࣣͅȄحૼరͅैဥ̵̯ͥ౷ૼ൲ͅ൲എ௖ࡽैဥ

ͥ͢ͅ೩ࡘ࢘ض͈ͬ̓೾ഽࡉࣺ̞̥͈͛͊͢࠿൦࣐ͬ̽

̹ȅߓఘഎ͉ͅȄ 1 ܖ͈ئ໐ࢹ௮ȪSD ޘݗȆܖயࢹ௮ȫ

̷̦͂ͦ঑঵̳ͥષ໐ࢹ௮ਹၾͬၴါளȄਔ༏౷๕ͬ 2 ষࡓ໹࿂̴͙͌ါள́κΟσا̱Ȅ౷๕͞ޘݗ͈๱஌ࠁ ا͂௖ࡽैဥͬࣉၪ̱̹౷ૼ؊൞ٜଢ଼࣐̞ͬȄুဇ౷๕ ષ͈౷ૼ൲ͅ๤ڛ̱̀έȜΙϋΈષ͈౷ૼ൲͈ޑഽ̦̓

͈೾ഽ೩ئ̳̥ͥͬ࠿൦̱̹ȅ!

!

3.4.1 ! చય̱̹͂౷๕͂ࢹ௮໤͈κΟσا!

Ȫ 1 ȫచય̱̹͂౷๕͂ޘၴࢹ௮໤!

ܖயࢹ௮.ਔ༏౷๕ࠏ͈൲എ௖ࡽैဥ࢘ض͉Ȅచય͂

̳ ͥ ౷ ૼ ൲ ͈ අ ଻ ͅ ͢ ̽ ̀ ͜ ་ ا ̳ ͥ ȅ ̭ ̭ ́ ͉ Ȅ

E-Defense ْ̯̞́ࠗͦ̀ͥ৘ఱޘၴࢹ௮໤ૼ൲෫ٟ৘

ࡑ́ဥ̞ͣͦͥȄKS వ৾פܱ჏͈କ໹ 2 ଼໦ͬ࠿൦చય

̱̹͂ȅ!

۷௶౷ૼ൲͉ͅȄૼ࡙ι΃ΣΒθ͈අ଻Ȅૼ࡙̥ͣࢥ ڠഎܖ๕࿂͈́͘ഥ෥අ଻Ȅ̤͍͢Ȅࢥڠഎܖ๕࿂̥ͣ

౷ນ࿂̥̫͈̀ͅ௩໙අ଻̦ໝࣣ̱̹ࠁ́܄̞ͦ̀ͥ͘ȅ JR వ৾פܱ჏͉Ȅ౷ນ࿂ષ́۷௶̯̹ͦ౷ૼ൲͈̈́́Ȅ ນ௄౷๕͈௩໙අ଻̦฽ד̯̞ͦ̀ͥḙ͈̠̏̈́͢തͬ

ࣉၪ̱̀Ȅచય̱̹͂ນ௄౷๕͉ȄKS వ৾פܱ჏̦۷௶

̯̹ͦ౷๕ [3.4.6] ̱͂Ḙ̷̏ͅȄ 1995 ා໶ࡩࡇධ໐౷ૼ

́๭ब̱̹ࣞطޘ [3.4.7] ̦࠺୭̯̞ͦ̀ͥાࣣͬே೰̱

̹ȅ!

!

Ȫ 2 ȫਹໝ฽ৣၑაͥ͢ͅවৣ෨͈ଔ೰!

JR వ৾פਔ༏͈౷๕಺औࠫض [3.4.6] ͬ४ࣉͅȄນ௄౷

๕ͬນ 3.4.1 ͅা̳ 8 ௄͈໹଼࣐௄ࢹ௮́κΟσا̱̹ȅ

౷ ນ ࿂ ̥ ͣ ૬ ̯ 12.6 m պ ౾ ͅ ̵ ͭ ౯ ౮ ଻ ෨ ௸ ഽ V S _>411 m s ͈௄͈ષ࿂̦̜ͤḘ̷̏ͬࢥڠഎܖ๕࿂͂

̱Ȅ̷͈௄̦฼ྫࡠͅႲ௽̱̞̀ͥ͂ب೰̱̹ȅKS వ৾

פਔ༏͈౷๕಺औ͉́Ȅ౷๕͈൲എ་ࠁඅ଻Ȫ G G ⁰ _ J _Ȅ h _ J ۾߸ȫ͉ං̞̞͈ͣͦ̀̈́́Ȅݰ࠺୭જാ࿐ࡄݪਫ਼

͈ࡄݪ଼ض [3.4.8] Ȅ [3.4.9] ͬ४ࣉͅȄ଎ 3.4.1 ͅা̳̠͢

ͅκΟσا̱̹ȅ!

౷ນ࿂ષ́۷௶̯̹ͦ౷ૼ൲̥ͣȄࢥڠഎܖ๕࿂͈͒

වৣ෨ȪႺ൮ܖ๕෨ȫ͈ଔ೰͉Ȅ 1 ষࡓ͈ਹໝ฽ৣၑა

࣐̹̽̀̽͢ͅȅ౷๕͈ऺၳ๱஌ࠁ଻͉Ȅ൝ث࣠଻͂൝ ثࡘଚ೰ତ́ບث̱̹̦Ȅ̷ͦͣͬ଎ 3.4.1 ͅা̱̹౷

๕͈൲എ་ࠁඅ଻̥ͣݥ̹͛ͥ͛ͅຈါ̈́ခ̵࢘ͭ౯͌

̴͙ J eff

͉Ȅ৆ (3.4.1) ̽̀͢ͅݥ̹͛ȅ!

J max

D J _eff ˜

! ! ! ! ! (3.4.1) !

̭̭́Ȅ!

J max ȇ౷๕ͅ୆̲ͥडఱ؊൞̵ͭ౯̴͙͌!

D ȇ൝ث஌ࠁا༹̤̞̀ͅခ̵࢘ͭ౯̴͙͌ͬݥ͛ͥष

͈߸ତ!

ٜଢ଼͉́Ȅ౷๕͞ࢹ௮໤͈౷ૼ؊൞ͅఱ̧̈́גޣͬဓ

̢̞̈́ࣞ૦൲ତ଼໦Ȫ 10 I{ ոષȫ͉΃ΛΠ̱Ȅଔ೰̯ͦ

ͥවৣ෨ͅ۷௶౷ૼ൲͉ͅంह̱̞̈́ࣞ૦൲ତ଼໦̦࡛

̞̠̱̹ͦ̈́͢ͅȅ!

൝ث஌ࠁا༹̤̞̀ͅခ̵࢘ͭ౯̴͙͌ͬݥ͛ͥ߸ତ

D _{͈౵ͬ 0.1 Ȅ 0.2 Ȅ 0.3 Ȅ 0.4 Ȅ 0.5 Ȅ 0.6 Ȅ 0.65 Ȅ 0.7 ͂་ا}

̵̯̹ [3.4.10] !ȅ!!

଎ 3.4.2 ͉Ȅ D 0 . 3 ̱̹͂ાࣣ͈වৣ෨͈ح௸ഽ؊൞

Αβ·ΠσȪ 2E ນাȫ͂۷௶౷ૼ൲ͬ๤ڛ̱̹͈̜́͜

ͥȅ଎͉ͅȄ E-W ଼໦͈ࠫضͬা̱̜̀ͥȅ଎ͤ͢Ȅ౷

ນ࿂ષ͂වৣ෨̞̠֑̞͉̜̦͂ͥȄٜଢ଼ࠫض͂۷௶ࠫ

ض͈ح௸ഽ؊൞Αβ·Πσ͈ਔܢඅ଻͂؊൞Αβ·Πσ τασ͈ఱ઀۾߸͉ାࣣ̱̞̭̦̥̀ͥ͂ͩͥȅ!

଎ 3.4.3 ͉Ȅ൝ث஌ࠁٜଢ଼ͥ߫ͤ͢ͅ༐̱ࠗॳ͈डਞ

౵Ȫਓ௵౵ȫͤ͢ݥ̹͛ڎ௄͈ခ̴͙࢘͌Ȅခ̴͙࢘͌

ͅ௖൚̳ͥ൝ث࣠଻Ȫ੝ܢ̵ͭ౯࣠଻ͅచ̳ͥ๤ȫ͂൝ ثࡘଚ೰ତͬা̳ȅ౷๕ͬ൝ث࣠଻͂൝ثࡘଚ೰ତ́κ Οσا̳ͥાࣣ͉ͅȄ౷๕͈࣠଻͂ࡘଚ೰ତ͉Ȅ ଎ 3.4.1

ͅা̱̹౵ͬဥ̞̞̀ࠆ㧚

28

防災科学技術研究所研究資料 第 331号 2009年

1