ICUS ߩᵴേߩ⸥㍳(2006-2008)

ICUS

ICUS Report No.38

2009. 8᧲੩ᄢቇ↢↥ᛛⴚ⎇ⓥᚲ ㇺᏒၮ⋚቟ోᎿቇ࿖㓙⎇ⓥ࠮ࡦ࠲࡯

ICUS ACTIVITY REPORT
Summarizing the Activities of a Triennium(2006-2008)
By
ICUS
ICUS Report No. 38

August 2009
International Center for Urban Safety Engineering, IIS, The University of Tokyo

ICUS の活動の記録（2006-2008）
目次
1 はじめに······································································································································1
2 大学における都市基盤安全工学と ICUS ·················································································13ICUS の取り組んできた活動 ····································································································2
3.1

ICUS の 2006 年 4 月から現在に至る 3 年間の活動年表 ·················································2

3.2 都市基盤安全工学に向けた研究活動 ··············································································14
3.2.1

ICUS 活動分野とメンバー·························································································14

3.2.2 各部門および ICUS としての活動 ············································································18
3.2.2.1 サステナブル・エンジニアリング部門·····························································18
3.2.2.2 都市防災・安全工学部門 ····················································································23
3.2.2.3 都市基盤情報・ダイナミクス部門 ····································································26
3.2.3 産学連携研究の活動···································································································31
3.2.3.1

RC39······················································································································31

3.2.3.2

RC58······················································································································32

3.2.3.3

RC62······················································································································34

3.2.3.4 多分野防災研究会································································································35
3.2.3.5 東大病院・環境安全本部と連携した病院防災マニュアルに関する検討 ······36
3.3

ICUS としての災害情報の共有化····················································································37

3.3.1 調査・モニタリング···································································································37
3.3.1.1 災害の調査 ···········································································································37
3.3.1.2 メモリコーダによる土材料の変形特性の調査 ·················································39
3.3.1.3 生研建物の地震モニタリングシステム·····························································39
3.3.2 インターネットを活用した都市基盤安全工学情報の発信 ····································40
3.3.3 公開講演会 ··················································································································40
3.3.4 国際シンポジウムの開催···························································································42
3.3.5

ICUS の刊行物 ············································································································46

3.4 グローバル連携活動 ·············································································································65
3.4.1 研究協力協定の締結···································································································66
3.4.2

Regional Network Office for Urban Safety (RNUS) ·····················································66

3.4.2.1

RNUS 設立の目的 ································································································66

3.4.2.2 研究テーマ ···········································································································67
3.4.2.3 設備 ·······················································································································67

3.4.2.4 プロジェクト ·······································································································67
3.4.2.5 ワークショップとセミナー ················································································68
3.4.3

BNUS ···························································································································68

3.4.3.1

BNUS の設立の目的 ····························································································68

3.4.3.2 研究テーマ ···········································································································69
3.4.3.3 設備 ·······················································································································69
3.4.3.4 プロジェクト ·······································································································69
3.4.3.5 ワークショップとセミナー ················································································69
3.4.3.5.1 ワークショップ·····························································································69
3.4.3.5.2 セミナー ········································································································70
3.5 スタッフ海外出張記録 ·····································································································71
3.6 受賞記録·····························································································································77
�録
A.

ICUS の�����������

業績リスト······························································································································79

B. 研究論文 ································································································································137
C.

MOU ······································································································································343

D.

新聞への掲載記事および記者会見 ·····················································································349

E.

過去 5 年間の ICUS 予算の内訳 ··························································································358

F.

NEWS LETTER······················································································································359

ICUS
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ICUS
Report

1.

は�めに

2

大学に�ける都市基盤安全工学と ICUS

東京大学生産技術研究所国際都市基盤安全工学研究センター（ICUS: International Centerfor Urban Safety Engineering）は，大学の研究機関として，国際的な視野から都市基盤施設の整備と維持管理を含めた安全工学の研究を目的に，2001 年 4 月に設立された．国際災害軽減工学研究センター（INCEDE: International Center for Disaster-Mitigation Engineering，1991(平成３）年 4 月～2001(平成 13）年３月）の時限に際し，研究領域を拡大し設立された研究センターである．設立時の 2001(平成 13)年度より 2006(平成 18)年度までは魚本健人教授が，それ以降は私がセンター長を勤めている．
都市基盤安全工学国際研究センター(ICUS)は，10 年間の時限付で，設立当時，教授 2, 助
教授 3, 助手 2, 客員教授 2, 外国人客員教授 1 の合計 10 名で構成され，これまでに生産技術研究所で蓄積された研究成果を融合することによって，上記の目的を達成できる研究センターとして具体化された．
ICUS では，(1)サステナブル・エンジニアリング部門，(2)(都市防災・安全工学部門，(3)都市基盤情報・ダイナミクス部門を掲げ，21 世紀の安全かつ安心して生活できる都市の実現に向けて活発な研究活動を展開している．具体的には，「サステナブル・エンジニアリン
グ分野」では，構造物の材料から構造全体までの基盤設備等の経年劣化による構造安全性の評価と維持管理技術を開発するための研究を，｢都市防災・安全工学分野｣では，地震や洪水等により基盤設備の構造安全性，ならびに災害時の使用安全性を確保するための管理技術の開発を目指す．また，｢都市基盤情報・ダイナミクス分野｣は，都市基盤に関する様々な情報を常にモニタリングし，常時及び非常時の都市基盤施設の安全な運用を確保するための動的制御技術の開発と評価を行っている．
ICUS は設立以来，都市の安全性を向上させる「先端研究」，「ネットワークの形成」，「情報収集と配信」を活動の根幹として様々な活動を展開してきた．こららの活動に関して，
ICUS Report 2006-02 (No.15)では設立以来の 5 年間の活動をまとめた．本報告では，2006 年
度から 2008 年度までの活動をまとめる．

現在社会は，環境問題・少子化・社会基盤の整備や管理・高度情報化による格差など，様々な問題を内包している．これらの問題は，国民全体に影響を与える問題から個人のみに影響を与える問題まで存在し，異なったスケールの問題が複雑に絡み合った結果，さらに新しい問題を発生させている．そのため，都市基盤の安全性に関しても，従来の考え方・対応方法では解決が困難になってきている．
安全・安心かつ豊かな社会を実現しようと，中央省庁の直轄付置研究所，民間機関，NGO，
NPO などの組織が活動を始めているが，短期的な研究成果だけでなく，教育を通して社会に貢献する人材の育成・輩出を行う大学に対して，特に，社会の期待も高い．
他の研究組織と大学が異なる点は，人材の育成だけはない．基礎的な研究成果や実社会に反映させる応用研究も，長い時間スケールで進めるべきものである．多くの直轄付置研究所が，短期的な解決や時代の政策に沿った研究課題の解決を求められるのに対し，大学は，中立な立場で長期的なテーマに関する研究を進めることが出来る．この点は，都市基盤の安全や安心を考える分野では特に重要である．さらに，応用研究，例えば，耐震設計の考え方の統一に関わるような複数の研究分野を横断するような研究分野であり成果を求められた場合，縦割り社会の直轄付置研究所のような組織ではすばやく成果まとめることは難しい．けれども，中立的な立場である大学ならは，より早く成果をまとめることが可能である．
しかしながら，都市基盤の安全・安心を実現するためには，大学だけの活動では不可能である．研究者と実務者，研究機関と防災組織など協力体制が不可欠であること，都市基

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ICUS ACTIVITYREPORTICUS
Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

盤の安全・安心に関する知識者が社会の様々な分野で活躍することなどの必要がある．
東京大学生産技術研究所 都市基盤安全工学国際研究センター(ICUS)は，大学に期待されることに対して応える組織体制を有しており，基礎から応用までの研究を進めるだけでな
く，社会が求める人材を育成し，輩出することを使命として活動している．

3.

ICUS の�り組�で�た活動

3.1 ICUS の 2006 年 4 月から現在に至る 3 年間の活動年表
ICUS の 2006 年 4 月から現在に至る 3 年間の学内，学外活動を示す．ICSU では，都市基盤の安全・安心に関する最新の研究報告や一般の方々への情報提供，さらに，海外の研究者との情報交換や人的ネットワークの構築のため，国内において年に数回，公開講演会（オープンレクチャ），国外において，アジア地域の巨大都市における安全性向上のため新技術に関する国際シンポジウムを年に 1 回開催している．下記に ICUS の 2006 年 4 月から現在に至る 3 年間の学内，学外活動を示す．

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ICUS
Report

ICUS の 2006 年 4 月から現在に至る 3 年間の活動
2006 年

2007 年2008 年・第 10 回 ICUS オープンレクチャ「科学・安全技術のコミュニケーション」(2006
年 3 月 16 日)
・生研公開(2006 年 6 月 1-3 日)・タン博士が日本学術振興会の 2006 年研究者交流事業で ICUS に短期滞在(2006
年 6 月 10-24 日)
・バングラデシュ工科大学訪問(2006 年 6 月 14～19 日)
・国立高雄第一科技大学營建工程系研究所訪日団が ICUS を見学(2006 年 8 月 15日)
・第 11 回 ICUS オープンレクチャ「建築物衛生の危機管理のあり方」(2006 年 9月 25 日)・タイ王国工学部長会議一行が ICUS を訪問(2006 年 10 月 23 日)
・タイ王国タマサート大学国際工学部との協力協定締結(2006 年 10 月 25 日)
・千葉実験所公開(2006 年 11 月 10 日)
・第 5 回アジア地域の巨大都市における安全性向上のための新技術に関する国際シンポジウム(2006 年 11 月 16～17 日)
・ICUS の連携ネットワークの拡大
・第 1 回生研同窓会がバンコクで開催される(2007 年 2 月 26 日)
・生研公開(2007 年 5 月 31 日，6 月 1～2 日)・チュラロンコン大学チュラユニサーチでワークショショップ開催(2007 年 2 月
27 日)
・第 12 回 ICUS オープンレクチャ(2007 年 4 月 25 日)
・清華大学代表団が ICUS 訪問(2007 年 6 月 29 日)
・タイ科学週間に出展(2007 年 8 月 8～19 日)・芝浦工業大学 ICUS ルーム見学(2007 年 8 月 31 日)
・東大病院総合防災訓練実施(2007 年 9 月 4 日)
・第 13 回 ICUS オープンレクチャ(2007 年 10 月 2 日)
・千葉実験所公開(2007 年 11 月 9 日)
・第 6 回アジア地域の巨大都市における安全性向上のための新技術に関する
国際シンポジウム(2007 年 12 月 9～10 日)
・ALOS 利用協議会(2008 年 4 月 22 日)
・第 14 回 ICUS オープンレクチャ(2008 年 5 月 9 日)
・生研公開(2008 年 5 月 29～31 日)
・日韓タイ合同セミナ(2008 年 7 月 3～4 日)
・港湾技術研究所(2008 年 8 月 22 日)
・東大病院総合防災訓練実施(2008 年 9 月 9 日)
・第 15 回 ICUS オープンレクチャ(2008 年 10 月 6 日)
・世界地震工学会議に出店(2008 年 10 月 12～17 日)
・第 7 回アジア地域の巨大都市における安全性向上のための新技術に関する
国際シンポジウム(2008 年 10 月 21～22 日)
・都市における交通工学ワークショップ(2008 年 11 月 11 日)
・第 2 回生研同窓会がバンコクで開催 (2008 年 11 月 12 日)

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ICUS ACTIVITYREPORTICUS
Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

大島まり教授吉川肇子助教授

・第 10 回 ICUS オープンレクチャ｢科学･安全技術のコミュニケー
ション｣(2006 年 3 月 16 日)

田中弥生客員助教授

・生研公開(2006 年 6 月 1～3 日)・魚本センター長(左)とタン博士
日本学術振興会 2006 年研究者交流事業で ICUS に短期滞在(2006 年 6 月 10～24 日)

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ICUS
Report・バングラデシュ工科大学訪問(2006 年 6 月 14～19 日
ﾀﾞｯｶ・ﾊﾞﾝｸﾞﾗﾃﾞｼｭ)・国立高雄第一科技大学營建工程系研究所訪日団が来所(2006 年 8 月 15 日)

池田耕一氏

加藤信介教授伊藤雅喜氏

柳・ 第 11 回 ICUS オープンレクチャ「建築物衛生の危機管理のあり方」(2006 年 9 月 25 日)

宇氏

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ICUS ACTIVITYREPORTICUS
Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

・タイ王国工学部長会議一行来所(2006 年 10 月 23 日)

・千葉実験所公開(2006 年 11 月 10 日)

・第 5 回アジア地域の巨大都市における安全性向上のための新技術に関する国際シンポジウム(2006 年 11 月 16-17 日
ﾊﾟｰｸｶﾝﾜﾎﾃﾙ,ﾌﾟｰｹｯﾄ,ﾀｲ王国)

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ICUS
Report・第 1 回生研同窓会(2007 年 2 月 26 日ﾊﾞﾝｺｸ･ﾀｲ王国)

・生研公開(2007 年 5 月 31 日～6 月 2 日)・ワークショップ
(2007 年 2 月 27 日
ﾁｭﾗﾛﾝｺﾝ大学ﾁｭﾗﾕﾆｻｰﾁ、
ﾊﾞﾝｺｸ・ﾀｲ王国)

・第 12 回 ICUS オープンレクチャ「ICUS の活動―これまでの道のり、これからの展望」(2007 年 4 月 25 日)

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Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

・清華大学代表団の来所(2007 年 6 月 29 日)

・タイ科学週間への出展(2007 年 8 月 8-19 日)・芝浦工業大学 ICUS ルームの見学(2007 年 8 月 31 日)

8

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ICUS
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ICUS
Report・ 東大病院総合防災訓練の実施(2007 年 9 月 4 日)

森川博之教授東方幸雄氏

・第 13 回 ICUS オープンレクチャ｢都市基盤の安全のために－危機管理・防災と情報－｣(2007 年 10 月 2 日)

上原美都男氏・ 千葉実験所公開(2007 年 11 月 9 日)

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ICUS ACTIVITYREPORTICUS
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Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

・ 第 6 回アジア地域の巨大都市における安全性向上のための新技術に関する国際シンポジウム(2007 年 12 月 9-10 日
ﾀﾞｯｶｼｪﾗﾄﾝﾎﾃﾙ､ﾀﾞｯｶ、ﾊﾞﾝｸﾞﾗﾃﾞｼｭ)・ALOS 利用協議会(2008 年 4 月 22 日)

10

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ICUS
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ICUS
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花木啓祐教授三村信男教授・第 14 回 ICUS オープンレクチャ「地球温暖化は都市にどのような影響を及ぼすか？」(2008 年 5 月 9 日)

沢田治雄教授・生研公開(2008 年 5 月 29～31 日)

・日韓タイ合同学生セミナー(2008 年 7 月 3～4 日)

1111

ICUS ACTIVITYREPORTICUS
Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

・港湾技術研究所見学(2008 年 8 月 22 日)

・東大病院総合防災訓練実施(2008 年 9 月 9 日)

・第 15 回 ICUS オープンレクチャ「交通･物流拠点としての港湾･
空港戦略」(2008 年 10 月 6 日)

梅山和成氏

横田弘教授

12

難波喬司氏

12

ICUS
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ICUS
Report・第 14 回世界地震工学会議に出展(2008 年 10 月 12～17 日)

・第 7 回アジア地域の巨大都市における安全性向上のための新技術に関する国際シンポジウム(2008 年 10 月 21-22 日北京･中国)

・都 市 に お け る 交 通 工 学 ワ ー ク
ショップ(2008 年 12 月 11 日)

・ 第 2 回生研同窓会がバンコクで開催される(2008 年 12 月 12 日)

13

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ICUS ACTIVITYREPORTICUS
Summarizing
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Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

3.2 都市基盤安全工学に向けた研究活動
3.2.1 ICUS 活動分野とメンバー
ICUS の目的である国際的な視点から都市基盤技術の整備及び維持管理を含めた安全工学に関する研究を戦略的に進めるため，研究課題別に 3 部門に分かれている．また，学際的な研究を迅速に進めるため，ICUS の研究者以外に国内・国外から第一線の研究者を招聘している．ここに，各部門別の設立時からの現在に至る構成員とそれぞれの在籍期間を示す．

各部門の位置づけ

1) サステナブル・エンジニアリング部門
・魚本 健人教授／センター長・天野 玲子
客員教授
・横田 弘
客員教授
・加藤 佳孝准教授
・桑野 玲子
准教授

魚本

14

健人

天野 玲子

横田

(2001 年 4 月 1 日～2007 年 3 月 31 日)(2005 年 4 月 1 日～2007 年 3 月 31 日)(2007 年 11 月 1 日～)
(2002 年 4 月 1 日～)
(2006 年 4 月 1 日～
)

弘

加藤

14

佳孝

桑野

玲子

ICUS
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ICUS
Report2) 都市防災・安全工学部門
・目黒 公郎
教授
センター長
・林 省吾
客員教授
・大原(吉村)美保 助教
准教授

目黒

公郎

林 省吾

(2001 年 4 月 1 日～2007 年 3 月 31 日)(2008 年 4 月 1 日～)
(2004 年 7 月 1 日～2006 年 9 月 30 日)(2003 年 6 月 1 日～2007 年 3 月 31 日)(2008 年 4 月 1 日～)

大原(吉村)美保

3) 都市基盤情報・ダイナミクス部門
・沢田 治雄教授
・大岡 龍三准教授
・宮崎 早苗客員准教授
・腰原 幹雄准教授
・黄 弘
准教授
・田中 伸治講師
・遠藤 貴宏
助教

沢田

治雄

遠藤

貴宏

大岡 龍三

宮崎

(2008 年 4 月 1 日～)
(2001 年 4 月 1 日～2008 年 3 月 31 日)(2006 年 8 月 1 日～2009 年 3 月 31 日)(2008 年 4 月 1 日～)
(2008 年 8 月 1 日～)
(2007 年 3 月 1 日～)
(2003 年 4 月 1 日～
)

早苗

腰原

幹雄

黄

弘

田中

伸治

4) 研究員・金田 尚志
特任助手(2005 年 8 月 1 日～2007 年 3 月 31 日)
・Paola Mayorca 特任助教
(2006 年 4 月 1 日～2008 年 10 月 31 日)
・Pranab J. Baruah 特任助教
(2008 年 11 月 1 日～
・Raktipong Sahamitmonkol 特定プロジェクト研究員 (2005 年 10 月 1 日～2007 年 7 月 31 日)
・Kawin Worakachana
特定プロジェクト研究員 (2007 年 7 月 1 日～
)

金田

尚志

Paola Mayorca

Pranab J.
BaruahRaktipong
Sahamitmonkol

15

Kawin
Worakachana

15

ICUS ACTIVITYREPORTICUS
Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)5) 秘書
・吉本 英子

吉本(2002 年 9 月 1 日～英子

6)顧問研究員
・魚本 健人・林 省吾
・高橋 健文魚本)

健人

芝浦工業大学 教授
財団法人 地域創造
不動産協会 理事

林 省吾

高橋

理事長

(2007 年 4 月 1 日～ )(2006 年 8 月 1 日～ )(2006 年 10 月 1 日～)

健文

7)研究員
・瀬戸島 政博・天野 玲子・Sudhir Misra
・Ansary Mehedi Ahmed

日本測量協会理事(2004 年 9 月 1 日～)
鹿島建設株式会社土木管理本部部長(2007 年 4 月 1 日～)
IIT Kanpur 教授(2004 年 4 月 1 日～)
Bangladesh University of Engineering and Technology 教授(2006 年 5 月 1 日～)・Dushmanta Dutta
Monash University Senior lecture(2005 年 10 月 1 日～)・須崎 純一京都大学大学院工学研究科(2006 年 4 月 1 日～)・徳田 俊夫
株式会社大林組 タイ事務局長(2005 年 5 月 1 日～)・鶴田 俊
総務省消防庁消防大学校消防研究センター
技術研究部特殊災害研究室長(2006 年 5 月 1 日～)
・Tan kiang
シンガポール大学 教授(2006 年 8 月 1 日～)
・Worsak Kanok-nukulchai アジア工科大学院 教授(2007 年 6 月 1 日～)・加藤 絵万（独）港湾空港技術研究所 主任研究官(2007 年 6 月 1 日～)

瀬戸島正博

16

天野 玲子

Sudhir Misra

Ansary Mehedi
Ahmed

16

Dushmanta
Dutta

須崎 純一

ICUS
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ICUS
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徳田 俊夫

鶴田 俊

Tan kiang
Hwee

WorsakKanok-nukulchai

17

加藤 絵万

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ICUS ACTIVITYREPORTICUS
Summarizing
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Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

3.2.2 各部門および ICUS としての活動
3.2.2.1 サステナブル・エンジニアリング部門
1) 魚本研究室 (都市基盤安全工学)
都市基盤を支えているコンクリート構造物の安全性は非常に重要であるが，昨今，コンクリートの早期劣化や，耐震強度偽造問題などコンクリート構造物への不信が拡大している．これらの問題を解決するためには正確な診断とその診断結果を踏まえて適切な対応を行う必要がある．当研究室では，放射線(エックス線，ガンマ線)を用いた
コンクリートの元素分析や内部調査方法の開発を行っている．

塩化物量 (kg/m3)

8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0

☻㛽᧚䶺ኒ㓸ㇱ����������
����������

���� 1.2kg/m3

0

2

4

6

8

10

12

14

16

18

������か���� (cm)かぶり
5cm 3cm

5cm×6=30cm

かぶり
3cm

蛍光 X 線分析によるコンクリート中の塩化物量測定

5cm×6=30cm

�����

�����

������

CT ��
レーザー逆コンプトン�線によるコンクリート内部の調査

2) 横田研究室 (都市インフラのライフサイクルマネジメント)
都市インフラの性能を合理的かつ戦略的に維持するための考え方の一つに，ライフ
サイクルマネジメントがある．ライフサイクルマネジメントは，定期的な点検診断の結果に基づいてインフラ（構造物）の性能を客観的に評価するとともに，性能の将来

18

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ICUS
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ICUS
Reportにわたる経年的な低下を予測し，最適の対策を立案する一連のシステムである．ライ
フサイクルマネジメントのシステムを確立するには，この「性能」をキーワードとして，上述の点検から対策に至る個別技術に内在する課題を解明し，実務に取り入れる
価値のある有用な手法を提案していかねばならない．この一環として，材料の経年劣化等に起因するインフラの老朽化に伴う性能低下を高精度に評価する技術の確立およびコンクリート構造物の劣化進行の空間的分布を表現し，予測に取り込む技術の確立を目指した研究を実施している．
⛽ᜬ▤ℂ⸘↹䈱ᬌ⸛
維持管理計画の検討⚻ㆊᐕᢙ
経過年数ᣉ⸳೑↪⁁ᴫ
施設利用状況

ቯᦼ⊛䈭ὐᬌ䊶⸻ᢿ����点検・��

౉ജ䊶ෳᾖ
入力・参照

⸳⸘᧦ઙ
設計条件
ⅣႺ᧦ઙ
環境条件

଻᦭ᕈ⢻⹏ଔ䈫዁᧪੍᷹
��性能�����予測䊂䊷䉺䊔䊷䉴
������

ᕈ⢻
性能
౉ജ䊶ෳᾖ
入力・参照

䊶ὐ 検
ᬌ
・点
䊶੍ 測
᷹
・予
䊶ኻ 策
╷
・対

ᤨ㑆
時間

⃻在
࿷
現
ᱷሽଏ↪ᐕᢙ
残存供用年数ᣉ⸳೑↪⸘↹
施設利用計画

౉ജ䊶ෳᾖ
入力・参照

ኻ╷ᴺ䋨⒳㘃䊶ᤨᦼ䋩䈱ឭ␜
対策����・時��の��

LCM䉲䉴䊁䊛
LCM����

LCC䈱೥ᷫ䊶⛽ᜬ▤ℂᬺോ䈱วℂൻ
LCCの削減・維持管理業務の合理化

ライフサイクルマネジメントの流れ
目視点検
部材の
劣化度

a

b

c

d

劣化・変状の発生箇所目視点検
中央部

端 部

偏 在

発生範囲が部
材の30%以上

発生範囲が部
材の30%以上

鉄筋が著しく腐食している箇所
がある

Yes
構造性能低
下の可能性

補修の要否

No Yes

高 い

やや高い

要

No

Yes

No
低 い

やや低い

否

目視点検の結果による簡易的な構造性能評価の流れ

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Activities the Activities of a Triennium (2006-2008)3) 天野研究室 (都市防災工学)
天野研究室は，東京大学生産技術研究所で蓄積された研究成果をより効果的に社会に還元する目的で，産官学連携の場として，2004 年 3 月～2007 年 3 月に設立された研究室である．天野研究室では，特に防災拠点として重要な自治体の耐震化を促進するための資料作成に力を注いでいる．2004 年 10 月に発生した新潟県中越地震では，防災拠点となるべき施設の耐震化の必要性が示された．そのため，産官学連携事業の先駆けとして，総務省消防庁・鹿島建設と連携して，地方公共団体担当者のための「防災拠点の耐震化促進資料」をまとめた．さらに，和歌山市を対象に，津波ハザードマ
ップを等の作成を行い，「地震被害想定調査結果報告書」も作成した．また，地域の防災力を向上させる目的で，「地震を知り地震に備える～みんなで高めよう地域防災力～」というビデオを作成した．

和歌山市の地域防災力を向上させるために作成したﾋビデオ

4) 加藤研究室 (建設材料マネジメント)
加藤研究室では，膨大な都市基盤ストックを戦略的に維持管理するために必要な技術開発，現象の解明，計画論に関する研究を行っている．都市基盤施設の劣化(エイジング)は，地震や台風に代表される災害のように，局所的な時空間軸で甚大な被害をもたらす現象ではないが，全ての施設で必ず生じる現象である．都市基盤施設にとって，災害をフィニッシュブローに例えれば劣化はボディーブローに，また，事故死に例えれば病死に例えることができる．人間の健康管理と同じように，施設の維持管理も，検査，診断，将来予測，対策等の様々なアクションを適切な時期に実施することが極めて重要である．特に，都市基盤施設において主要なコンクリート構造物の劣化は，環境，施工，材料非均質性などの影響による不確定性が多いため，適切な維持管理を実施することが難しいとされている．我々の研究室では，リスク評価による効率的な

20

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Report

維持管理計画論，劣化外力評価，施工の定量評価，劣化機構解明とモデル化，効果的な検査手法の開発等の検討を実施している．

加藤研究室の研究対象

研究成果の一例

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ICUS ACTIVITYREPORTICUS
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Activities the Activities of a Triennium (2006-2008)5) 桑野研究室 (地盤機能保全工学)
桑野研究室は 2006 年 4 月に開設し，保有する高精度な室内土質試験や模型実験のノウハウを生かして，種々の地盤材料の力学特性の解明という基礎的研究と，地中構
造物や土構造物の長期挙動や更新手法という持続性社会の確立に向けた実務的研究に加えて，微生物機能を利用した新しい地盤強化手法の開発などに取り組んでいる．

地盤内空洞・ゆるみの発生・進展メカニズムの解明
地中埋設管の破損に起因する浅層部の地盤空洞 → 小規模陥没
Water chamber

�

�

200mm

Rise of Ground water level

Model ground
Loosening

Loosening (16.7%)

�

Loosening (22.2%)�acrylic plate

Cavity (1.8%)

cavityWeight of soil loss：16.7%

Weight of soil loss：3.5%

BelloframcylinderHead difference��������

山砂（1３サイクル）

豊浦砂（３サイクル）
50mm

300mm

Cavity (10.3%)

Water chamber
Water supply
Drainage

Soil loss

小さな空洞：大きなゆるみ
ゆるみ程度15％5mm wide Opening

大きな空洞：小さなゆるみ
ゆるみ程度50％

深層部の地盤空洞 → 大規模陥没
ＧＬ－３ｍ以深の空洞を確実に探査する方法は今のところない。そこで、空洞上部に生成するゆるみの類型化により深部空洞の探知を目指す。

大阪府阪南市２００８年５月
陥没発生：2/15、2/19、5/5
陥没は繰返す！

大型土槽に作成した模擬空洞・ゆるみの探査実験（２００８年１２月）

地中埋設管の合理的維持管理および更新
地中埋設管の�開削更新：
老朽埋設管の内部にライニングを施工することにより、開削工事をすることなく管を延命または更新する方法。既設管とライニングの荷重分担機構が
未解明。
老朽下水管

ライニングによる更新

老朽既設管およびライニングの模型実験
内部ライニング模型

loading

繰返し荷重
Load

11cm

14cm
4cm

Toyoura sand
Dr=90, 67, 39%

200kPa100 cycle

100kPa100 cycle
50kPa
100 cycle

VU125
Dr=90%

10kPa
surcharge

Time

土構造物・地中構造物の長期挙動及び合理的維持管理に関する研究

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ICUS
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ICUS
Report土壌微生物を利用した地盤固化
弱アルカリ環境
代謝
土壌微生物

栄養

CO2

Ca+

CaCO3

適切な環境
(温度, pH, O2 等）
地盤固化
供試体内に不均質に生成したセメンテーション

固化生成物の電子顕微鏡画像と成分分析

Calcium

Silica

自己修復性地盤改良への応用

SEM image（倍率 ×3300）
砂表面にカルシウム系鉱物が生成

新しい地盤強化手法の開発
3.2.2.2 都市防災・安全工学部門
1)目黒研究室 (都市震災軽減工学)
目黒研究室研究テーマは，地震を中心としたハザードを原因として発生する人的・物的な被害や社会機能の障害を，ハードとソフトの両面からのバランスのとれた対策
で，最小限に押さえる戦略研究である．目黒研究室では，「現場を見る」「実践的な研究」「最重要課題から取り組む」を研究上のモットーに，被害や事故の現地調査を実施するとともに，その結果に基づいて表に示す様々なテーマの研究を行っている．
目黒研究室の研究テーマ
ハードに関係するもの
�構造物の高精度破壊解析手法の開発，�地震時の構造物の破壊/崩壊メカニズム，
�地震断層と地表断層の関係の解明と活断層法の可能性検討，
�高信頼性・高精度耐震診断法の開発，�非連続体の力学，
�組積造構造物の地震被害メカニズム，�100 ドル耐震補強策，
�インド洋沿岸諸国の地域特性を踏まえた津波被害軽減システムなどソフトに関係するもの
�都市ライフラインの災害対策（電力，ガス，水道，etc.），
�利用者の避難安全性に基づく新しい都市空間設計法と安全管理システム，
�緊急地震情報システム，�最適「事前」「最中/直後」「事後」災害対策システム，
�既存不適格構造物の耐震補強対策の推進制度/システム、�次世代危機管理/防災マニュアル，
�災害時の最適人材運用法，�電力需要モニタリングによる高精度被害・復旧/復興過程評価，
�相互影響を考えた最適復旧・復興戦略のあり方，�日本社会に適した BCP/BCM のあり方，
�地震予知情報の工学的な利用法，�防災拠点病院の地震対策，
�災害情報プラットフォーム(オール霞ヶ関＋霞ヶ関～末端市町村)，など

研究全体の基礎検討と成果の集大成として
�災害と事故の現地調査，
�災害イマジネーション向上ツールの開発，
�危機管理/防災情報ステーションの開発

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Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

3次元津波ハザードマップの開発

現地で撮影した建物写真から3次元イメージを作成
津波災害と避難シミュレーションを組み合わせた 3 次元津波ハザードマップ

Full scale shaking table testsታᄢ᭴ㅧ‛䈮䉋䉎ᝄേบታ㛎

Rtf

Test Results incase the same
input motion isapplied
Rtf: No problem
Non-Rtf: Collapsed

Non-Rtf

組積造の簡便で効果的な耐震補強法の研究と普及に関する研究（アーチ形屋根の実大組積造を対象とした振動破壊実験：補強済(左)，未補強構造物(右)）

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ICUS
Report2) 林研究室 (防災行政学)
林研究室では，都市の安全や防災力の向上と，危機管理体制の充実を実現するために，関連施策や制度設計と，その効果的な実現に向けた研究と教育を行っている．研究テー
マは，1)効果的な防災対策の立案と実施方法，2)災害対応の実践的なマニュアル化，3)
防災行政と学術調査機関の効果的な連携スタイル，4)防災行政と防災 NGO との効果的なスタイルの 4 点である．これらに注目し，研究が推進するよう活動しています．さらに，消防防災行政の課題と改革の方向―総点検による総合的戦略の構築―に注目し，すべての行政の原点は「安心・安全の確保」であり，その運営の基本も「安心・安全の確保」でなければならないと結論するに至った。地域のリーダーは，このことを改めて確認し，そのための戦略を構築し，地域間で競争しながら，それぞれの地域の総合的な防災力の強化になるよう活動をしている。
3) 大原研究室 (総合防災管理工学)
近年，首都直下地震をはじめとして，東海地震・東南海地震，南海地震などの大地震の発生が危惧されている．地震以外にも，都市が抱える災害リスクは洪水・土砂災害などの自然災害，テロなどの人為災害と多岐に渡る．大原美保研究室では，情報を活用して災害発生過程を管理し，災害による被害を最小化するための方法論の研究を目指している．
他分野と連携した総合的な防災研究の一環として，近年は病院の防災管理の研究に力を入れている．災害拠点病院では，災害直後に多数の患者の搬送が予想されるため，職員の災害対応力の向上と事前対策の実施が必須である．研究室では，災害拠点病院の一つである東京大学医学部附属病院との共同により，医師・看護師向けの災害対応 e ラーニ
ングシステムを開発している．事前の e ラーニング学習と防災訓練の併用により，一人一人の災害対応力の向上を目指している．医師約 300 人，看護師約 800 人による学習結果からは，e ラーニングは災害対応マニュアルの周知や訓練への動機付けに有用である
ことが示されており，引き続き，コンテンツの拡充と改良も行っている．

病院職員の災害対応力向上の流れ

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Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

3.2.2.3 都市基盤情報・ダイナミクス部門
1)沢田研究室 (応用リモートセンシング工学)
沢田研究室ではリモートセンシング技術を利用し，陸域生態系や都市環境の評価手法の開発を行っている．これには，対象物に応じた様々なセンサによる計測(モニタリング)と，取得したデータから有用な情報を抽出するためのモデル構築(モデリング)が含まれる．対象としている空間スケールは，実験室レベルから都市・地域レベル，さらには大陸・全球レベルまで幅広いものとなっている．また，高波長分解能のハイパ
ースペクトルセンサによる計測や，レーザースキャナによる計測，高解像度航空デジ
タル写真，可視・近赤外・熱赤外の波長帯を用いた計測など対象物に応じて様々な波
長帯のデータを利用している．

Aqua 人工衛星 MODIS センサによる大陸レベルの衛星画像（生産技術研究所受信データ）
2)大岡研究室 (サステナブル都市環境工学)
近年，都市化の進行に伴い，ヒートアイランド現象，大気汚染，都市火災を含め都
市安全問題等様々な環境・社会・安全問題を深刻化しており，都市環境の改善が急務
な課題になっている．そこで，当研究室では，サステナブル都市を達成することを目指し，実験とコンピュータシミュレーションの両方に基づく都市・建築環境工学分野
において，特に 1）都市大気・熱環境，2)都市エネルギー代謝，3)都市火災を含め都市安全等のテーマについて研究を行っている．

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ICUS
ReportResearch Area㧔ᄢጟ⎇ⓥቶ ⎇ⓥ࠹࡯ࡑ㧕

“Sustainable Urban Environmental Engineering”
ㇺᏒⓨ㑆ᦨㆡൻ ㇺᏒⅣႺᦨㆡൻㇺᏒ቟ోᦨㆡൻ

大岡研のテーマ

研究設備及び解析結果

3) 宮崎（早）研究室 (都市基盤情報システム工学)
近年，各分野において情報システムの存在は無視出来ないものになってきているが，本研究室では，特に災害分野での情報システムのあり方について検討を進めてきた．
主な研究テーマは以下の通りである．
(1)災害における情報基盤システムのあり方に関する研究(2)橋梁健全性モニタリングシステムに関する研究(3)4D 災害情報可視化システムに関する研究

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Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

災害における情報基盤システムのあり方に関する研究

橋梁健全性モニタリングシステムに関する研究

4D 災害情報可視化システムに関する研究

4)腰原研究室 (木質構造学)
日本では，古くから木材を使用して構造物を建築し続けてきたため，構造工学でありながら時間軸を持っている．古い技術は伝統技術（文化）として，新しい技術と同様に評価する必要がある．一方で，社会的には，地震災害など木造建物の耐震性能の向上が望まれている．当研究室では，伝統木造建築などの文化財の保存・改修や既存木造住宅の耐震診断・耐震補強技術の開発・整備を行うとともに，森林資源の有効活用としての新しい木質構造建築の可能性を探求している．

腰原研究室の研究テーマ

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ICUS
Report木質構造建築5) 黄研究室 (都市建築安全環境工学)
近年，グローバルな気候変動，高度な都市化の進展，内外情勢等により，都市自然
災害，人為災害，ヒートアイランド，大気汚染等様々な都市安全・環境・社会問題が深刻化になっており，その改善が緊急な課題になる．そこで，当研究室では，数値流体力学と実測・実験を中心とした物理環境シミュレーションによる都市・建築空間の
温熱・空気・風環境・火災安全解析に関する研究を行っており，21 世紀へ向かう安全，
健康，快適，省エネ的で，持続性のある都市社会のデザインを目指している．マルチ
スケール・マルチマルチフィジックスに渡る都市・建築内外空間の安全と環境に関する研究をチャレンジしている．

ᄢⓨ㑆Ἣἴ⸃ᨆ㩷᦭ኂෂ㒾‛⾰᜛ᢔ⸃ᨆ㩷Ἣἴᑧ὾㘑ᵢታ㛎ደᄖ᥸㔺ᤨ㑆੍᷹㩷

都市建築安全29

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Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

60.0
°C
55.0
50.0
45.0
40.0
35.0
30.0
25.0

ㇺᏒ㘑ⅣႺ⸃ᨆ

ደᄖ᷷ᾲⅣႺታ᷹㩷20.0

ㇺᏒ᷷ᾲⅣႺ⸃ᨆ

㑐᧲ᄢ᳇ᳪᨴ੍᷹㩷

都市建築環境6) 田中研究室 (都市交通マネジメント)
交通は都市を支える非常に根源的な活動であり，事故・渋滞・排出ガスなど解決すべき課題は多い．加えて，近年の社会情勢の変化に伴い，交通基盤施設を「つくる」
技術のみならずそれをうまく「つかう」工夫が求められている．また，交通は多くの利用者の行動が集積したものであるため，ある状況・ある施策に対して利用者がどのような反応をし行動をするかを考慮することが不可欠である．当研究室では交通施設の管理・運用や利用者の誘導などを通じて交通に関わる諸問題を解決する方策を見出すための研究を実施している．また，交通施設を有効に活用するための有力なツールである，ITS に関する研究にも積極的に取り組んでいる．

研究対象と分析の一例

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ICUS
Report3.2.3 産学連携研究の活動
3.2.3.1 RC39
ICUS では(財)生産技術研究奨励会の特別研究会として「RC39 サステナブル都市システム研究委員会」を発足し，平成 14 年度から平成 18 年度まで活動を民間企業 14 社(平成 18 年度)とともに実施した。
20 世紀の我が国は欧米諸国に追いつくことを最大目標に，産業の育成，設備の拡充，新製品の製造等に全力を尽くしてきた．その結果，経済は高度に成長し，我が国は世界的に見ても裕福な国に変貌した．都市基盤設備のストック状況として，橋梁を例にとると，1950 年からピーク時の 1970 年頃まで年平均約 2500 の橋梁が新設され，現在約 13.6 万橋のストックが存在しているといわれている．これは，日本の全人口で考えれば，約 1000 人に 1 橋の割合で存在していることとなる．年平均 2500 橋が新設されてきたということは，今後，同程度の割合で維持管理(長寿命化)あるいは更新をすることを物語っており，更新は大量の建設廃棄物が発生することに直結してくる．更に，高度経済成長の代償として地球温暖化に代表される環境破壊が問題視され，温室効果ガスの大幅な削減，最終処分場の逼迫や天然資源の消費抑制のために
循環型社会形成が急務であるとされている．今後，日本の人口が減少していく状況で，これまでの大量生産･大量消費型から脱却し，全く異なる視点で膨大な社会資本ストックを管理していかなければならない．
都市基盤設備は，大量の資源(天然，リサイクル)が投入され，製造･施工過程を経て建造されるサービスを開始する．このとき，全ての場面において環境負荷が発生すると考えられる．例
えば，天然資源を利用すること，製造･施工時の環境汚染，都市基盤設備を利用することによる環境負荷，更新時に発生する産業廃棄物など．また，都市基盤設備は，供用期間中に様々な環境作用(荷重，炭酸ガス，塩化物イオンなど)を受けることにより，構造性能が低下し，社会情勢の変化に伴いユーザーニーズに合致しなくなるなど，その機能は経時的に変化する．更に，地震，洪水，火災などの突発的に発生する環境作用によって，その機能が著しく低下することがある．
このように，都市基盤の観点から考えると，「都市基盤設備自体に関する問題」とそれが与える「環境インパクトに関する問題」を解決していくことが，持続的な生存を可能とするためには必要不可欠であるといえる．そこで，本委員会では，都市基盤設備自体の問題として「老朽化構造物」，「防災」，「環境」を取り上げ，検討している．都市基盤設備自体の問題は，膨大な社会
資本ストックの有効活用および災害に強い社会システムの形成により，常時･非常時への対策を検討し，環境インパクトは，都市基盤設備のライフサイクルにおける環境への影響を検討している．平成 17 年度は，「老朽化構造物 WG」，「防災 WG」，「環境 WG」の 3 つワーキングを軸に以下の研究テーマに取り組んできた．
1．老朽化構造物の寿命予測，簡易で精度の高い管理手法の構築
2．災害情報データベースの構築，耐震補強推進のための地震リスクファイナンス金融商品の開発
3．都市環境指標の調査，持続可能な都市形成のための環境総合評価指標
各年度にその成果を報告書にまとめ，また，その研究成果を学会等で発表している．それに合わせ，情報交換を目的に各分野の方に講演をして頂いている．ここに，過去 3 年間の内本報告書の年度に関係する RC39 での特別講演の講演者，講演題目および参加企業一
覧を示す．

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Activities the Activities of a Triennium (2006-2008)

研究報告会 (その１)

研究報告会 (その２)

参加企業一覧
平成 18 年度
アジア航測 株式会社
清水建設 株式会社
株式会社大林組
大成建設 株式会社有限会社 K&T コンサルタント
株式会社 竹中土木
株式会社 計測リサーチコンサルタント 東京電力 株式会社株式会社 建設企画コンサルタント
東電設計 株式会社株式会社 建設技術研究所
三協 株式会社
国際航業 株式会社
三井住友建設 株式会社14 社
講演題目と講演者所属
氏名・所属
橘 秀樹
2006 年 5 月
千葉工業大学情報科学部

日時

７月

10 月
2007 年 1 月

講演題目
道路交通騒音の現状・予測・対策

浦 環
東京大学生産技術研究所
桑野 玲子
ICUS
宮崎 早苗
ICUS
山口 彰夫
横浜市水道局 建設部橋梁課

海の中で観測する自立型海中ロボット
ー釜石湾沖合防波堤から明神礁カルデ
ラまでー
地盤陥没の原因とメカニズム
これまでの研究と ICUS での研究
横浜市の道路橋におけるアセットマネ
ジメントについてー2007 新春に想うー

3.2.3.2 RC58
ICUS では( 財)生 産技 術研究奨 励 会の特別 研 究会とし て「 RC58 日本社会に適 し た
BCM(Business Continuity Management)研究会 RC-58」を発足し，民間企業 15 社(平成 19 年度)とともに平成 19 年度から下記の趣旨のもと，活動を開始した．
我が国は，地球科学的な立地条件を背景に，実に様々な自然災害が多発する地域に存在している。特に最近では，活動期に入ったといわれる地震をはじめ，風水害や環境悪化の危
険性の高まりが指摘され，我が国の自然災害リスクへの内外の関心が高まっている。このような状況を背景に，有事においても重要業務の継続を確保する事業継続計画(BCP)や，そのマネジメント手法である事業継続管理(BCM)の重要性が認識され，企業を中心としてその検討が進められつつある．しかし従来の BCP や BCM は欧米の先進国での検討事例を基本として，これをほぼそのまま我が国に適用されているのが現状であり，日本の社会環境や企業事情，
BCM の対象として，考えるべき災害や危機的事例を十分踏まえたものとはいいがたい．このままでは，BCP や BCM は整備されたとしても，これが実質的な事業継続能力の向上に関与して

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ICUS
Reportいるかどうかは不明な点も多い．
そこで本特別研究会は，日本社会に適した真に事業継続能力の向上に貢献する BCM のあり方に関して検討する。具体的には，我が国の各種の組織(行政，企業，教育・研究機関，病院など)が，自然災害リスクと人為的リスクや悪意による事故・事件に対するリスクを対象に，事業やサービスの適切な継続が可能となる BCM を検討する．
参加企業一覧
平成 19 年度
アジア航測 株式会社㈱インターネットイニシアティブ㈱エヌ・ティ・ティ・データ
㈱大林組
鹿島建設㈱
㈱K&T こんさるたんと㈱建設技術研究所

平成 20 年度
アジア航測 株式会社㈱エヌ･ティ･ティ･データ
㈱大林組
鹿島建設㈱
㈱K&T こんさるたんと㈱建設技術研究所
清水建設㈱

清水建設㈱
三協㈱
CPC㈱建設企画コンサルタント㈱損保ジャパン・リスクマネージメント
東京ガス㈱
東京電力㈱
東電設計㈱
三菱化学エンジニアリング㈱
15 社

三協㈱
㈱損保ジャパン・リスクマネージメント
東京海上日動リスクコンサルティング㈱
東京ガス㈱
東電設計㈱
三菱化学エンジニアリング㈱13 社

講演題目と講演者所属

2007 年 10 月

12 月
2008 年 3 月
9月
11 月

氏名・所属
丸谷 浩明
京都大学経済研究所 先端政策分析
研究センター
副島 紀代
大林組技術研究所
市川 啓一㈱レスキューナウ・ドット・ネット
鍵屋 一
板橋区総務部契約管財課長
野田 健太郎
日本開発銀行公共ソリューション
部 CSR 支援室長

33

講演題目
事業継続計画(BCP)の意義と最新動向

地震時の事業継続マネジメント(BCM)に資する被害予測手法と効果的な役割に関する基礎的研究
今すぐできる事業継続(BC)対策 その時，情報が自社の命運を決める
自治体 BCP のありかたについて ～事
業継続計画から地域継続戦略へ～
BCP/BCM の推進に関する日本政策投資銀行の取り組み33

ICUS ACTIVITYREPORTICUS
Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

研究会 (その 1)

研究報告会 (その２)3.2.3.3 RC62
ICUS では(財)生産技術研究奨励会の特別研究会として「RC62 社会基盤施設の老朽化に伴う性能低下の評価技術に関する研究会 RC-62」を発足し，民間企業 16 社(平成 20 年度)とともに平成 20 年度から下記の趣旨のもと，活動を開始した．
我々の生活を支える社会基盤施設には，コンクリート構造物，土構造物，鋼構造物など，様々な材料・構造形式が存在する．これらの施設は，高級化や使用方法の変化に伴い，必要な構造性能(以下，性能と言う)が，失われた施設が散見される．また，現時点では要求性能を満足している施設も，将来に渡ってその性能を保証するた mw には，性能評価に基づいた的確な維持管理が必要である．従来，各種計測技術を活用して，構造物の性能評価が試みられているが，構造物の性能を適切に評価できる技術は未だ確立されていない．さらに，地盤から構造物までを包括した全体構造の性能を評価する技術に関しては，全くと言っていいほど検討されていないのが現状である．
本研究会では，劣化したコンクリート構造物および土構造物の性能を定量的に評価する技術，および地盤から構造までを包括した全体構造の性能を評価する技術に関する調査・検討を行う．各分野(コンクリート構造物，土構造物，地盤等)における既存の計
測・評価技術の整理を行い，特定の分野で用いられている最新の技術の応用やそれらの統合も視野に入れ，将来技術の方向性を模索する．
・塩害，アル骨，疲労などにより劣化したコンクリート構造物の性能評価における計測・評価技術の整理
・土構造物の性能評価における計測・評価技術の整理
・地中埋設コンクリート構造物の性能評価の視点からの地盤計測･評価技術の整理
・他分野の計測・評価技術の応用の可能性の調査
・地盤と構造物の計測・評価技術の統合による全体構造の性能評価
参加企業一覧
平成 20 年度
OSMOS 技術協会㈱建設技術研究所
ジオ・サーチ㈱㈱ジャスト
住友大阪セメント㈱
中央開発㈱
東急建設㈱
㈱保全工学研究所

34㈱K&T こんさるたんと
三協㈱
清水建設㈱
大成建設㈱
㈱竹中土木
東亜建設工業㈱東電設計㈱りんかい日産建設㈱
16 社

34

ICUS
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ICUS
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講演題目と講演者所属
氏名・所属
2008 年 12 月
2009 年3月

講演題目
コンクリート構造物の構造ヘルスモニ
タリング
港湾 RC 構造物の劣化と構造性能に関す
る研究

勝木 太
芝浦工業大学加藤 絵万独）港湾空港技術研究所

RC62 研究会の様子

3.2.3.4 多分野防災研究会
ICUS では，防災の実務に携わる行政職員と工学・法学・社会学等の多分野の研究者との意見交換を図るため，2003 年 2 月に ICUS 多分野交流防災研究会を発足した．研究会では，防災に関わる様々な議分野の実務者を招き，最新の動向に関する話題を提供してもらった後に，参加者善意による討議を行っている．2003 年度から 2005 年度にかけて，計 27 回の研究会を開催した．各会の議題ならびにゲスト講師は以下の通りである．
No.
1
2
3
4

日時
6 月 12 日
18:00-20:00
7月4日
18:00-20:00
12 月 11 日
18:00-20:00
1 月 23 日
18:00-20:00

No.

日時

1

10 月 24 日
18:00-20:00

2

11 月 20 日
18:00-20:00

3
4

2 月 25 日
18:00-20:00
1 月 23 日
18:00-20:00

表 2006 年度に開催した研究会一覧
議題
話題提供者
内閣府参事官
上総 周平氏首都直下地震対策について(地震・火山対策担当)
大阪府の防災・危機管理対策 大阪府危機管理官

小河 保之氏首都高速道路の災害への備 首都高速道路株式会社
え
保全・交通部長

和泉公比古
氏

今後の防災対策のあり方

藤本 貴也氏国土交通省国土地理院長

表 2007 年度に開催した研究会一覧
議題
話題提供者
首都直下地震対策（中央省庁 内閣府参事官内閣府政策
業務継続計画、帰宅困難者対 統括官（防災担当）付きの 池内 幸司氏
地震・火山担当参事官
策等
首都高中央環状新宿線の総首都高速道路株式会社常日月 俊昭氏合的なトンネル防災安全対
務取締役
策
内閣府防災総括担当参事
防災行政の最近の動き
上田 健氏
官
今後の防災対策のあり方

国土交通省国土地理院長

35

藤本 貴也氏35

ICUS ACTIVITYREPORTICUS
Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

3.2.3.5 東大病院・環境安全本部と連携した病院防災マニュアルに関する検討
ICUS では，東京大学医学部附属病院(以下，東大病院とする)・環境安全本部とともに「防災対策マニュアル及び地震時の東大病院の防災拠点としてのあり方に関するワー
キンググループ(WG)を結成し，医学部附属病院の災害拠点病院としての機能を高める
ための実行力のある防災マニュアルの開発を行っている．本 WG は，東京大学 安全管理委員会防火・防災対策部会下に設置されており，東大病院が災害時の広域避難場所である東京大学キャンパス内にある災害拠点病院であるという特殊性を考慮しながら，東大病院に求められる機能(下図)と望ましい防災マニュアルの検討を行っている．
本 WG は 2007 年から 2009 年度までの 3 ヵ年での活動を予定しており，活動計画は下記に示すフロー図の通りである．

広域避難場所機能

防災拠点病院機能

国の防災計画
東京都の防災計画
文京区の防災計画
被災時における東大病院の機能被災前からの入院患者への対応
東大病院に求められる機能

2007

年度

��業�の��

防災拠点病院機能
���評価＞

�防災マニュアルの���に��る検討＞

病院建物の耐震性評価

作業者階層別に見た
記載内容のチェック

病院施設（ライフライン）の耐震性評価

2008

E-Learningを用いた
病院防災研修システム（プロトタイプ）

マニュアル記載内容
の見直し

防災訓練

防災訓練による教
訓のアーカイブ化

首都直下地震時の来院重症者数の推計
病院内の人的・物的資源の定量化
火災時における病院周辺の気流解析に基づくヘリポート使用可能性の検証
患者の広域搬送決定基準の検討

�トリアージ��技術の開発＞

患者受入のための病院体制の検討
トリアージ技術の開発
防災訓練時の実証実験

2009
病院の防災拠点�し�の���・防災マニュアルの���の��東大病院・����・
環境安全本部の部����
凡例： 東大病院システム（�ー��ェア・�フト�ェア）の基本設計

2010

環境安全本部�しい東大病院マニュアルシステムの実�3 ヵ年での WG 活動計画

36

ICUS

36

ICUS
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ICUS
Report

災害発生時は，通常診療とは異なり，患者数に対して医療従事者が極端に不足する状況となる．震災時には，病院施設やライフラインの被災により，病院の機能が通常時と比較して大幅に低下する可能性もある．2007 年度は，首都直下地震時に来院が想定される重症患者数の推計を行うと共に，東大病院の人的(マンパワー)･物的(施設面)の評価を行い，災害により発生する重症患者の受け入れのための院内体制を検討した．
また，防災マニュアルの医師・看護師一人一人への浸透を目指して，災害対応をシミュレーションする e ラーニングコンテンツを開発し，毎年 9 月に実施する病院一斉防災
訓練前の事前研修として運用した．内容は東大病院の防災マニュアルに即したものとし，
実際の防災訓練の写真などを活用した実践的なものとした．医師約 250 名，看護師約 800名による学習結果および感想アンケートからは，e ラーニングによるマニュアルの浸透，防災対策の動機付け効果が確認された．
2008 年度は，2007 年度に引き続き，災害対応 e ラーニングの機能拡充を行った．2007
年度版は職員全員を対象としており病棟での災害直後対応を学ぶ教材であったが，2008
年度版は主に救急外来職員を対象とし，院外からの傷病者のトリアージ・受け入れに関わるプロセスを学習する教材とした．
数年間に及ぶ防災訓練計画の立案，e ラーニングコンテンツの開発により，現行の病院防災マニュアルの記載内容についての課題が明確になってきた．2009 年度は，これらの知見を踏まえた上で，東大病院の防災マニュアルのあり方を提案するとともに，次世代型の防災マニュアルシステムの基本設計を行う予定である．
3.3 ICUS としての情報の共有化
3.3.1 調査・モニタリング
3.3.1.1 災害の調査
日本ならびに海外で災害が発生した際には，被害状況に関する情報収集と現地への研究成果の普及を目的として，災害被害調査を実施している．2006 年度から 2008 年度にかけて実施した災害調査の実施期間，対象地域，調査参加者は以下の通りである．

調査内容

調査期間

対象地域

参加者

新潟中越沖地震被害調査

2007.7.21-22

新潟県柏崎
市内

目黒公郎，佐藤芳仁，竹内雅彦、蛭間
芳樹(目黒研究室)

新潟中越沖地震被害調査

2007.7.28

新潟県柏崎
市内

大原美保

中越沖地震による斜面崩壊地調査(聖ヶ鼻,ＪＲ青
海川駅付近の斜面崩壊地の踏査)

2007.9.4

新潟県

古関，桑野玲子，堤(古関研)，杉本(桑野研大学院生)，桑野二郎(埼玉大)，応
用地質より 2 名

ペルー

Paola Mayorca, Torress Acosta Angela
Tatiana

ペルー地震被災地で,実態
2007.9.13-28
把握及び被害調査
メコン川中流の現地調査

2007.11.05-24

ビエンチャ
ン・パクセ
(ラオス)

川崎昭如(目黒研究室)

岩手宮城内陸地震被災調査(秋田県側道路の被災調査)

2008.6.19

秋田県

古関，桑野，堤(古関研)，三上(古関研大学院生)，清田(東京理科大)

3737

ICUS ACTIVITYREPORTICUS
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Report:2006-2009
Activities the Activities of a Triennium (2006-2008)2008.6.27-29

宮城県栗原
市，岩手県
一関市及び
地震計設置
箇所

目黒公郎，秦康範，蛭間芳樹，藤枝拓海，井上雅志(目黒研究室)

2008.7.1

岩手県一ノ関

古関，桑野，堤(古関研)，三上(古関研大学院生)，内村(東大本郷)

2008.8.1

山形県東田
川郡庄内町

大原美保

岩手宮城内陸地震被災調
査(荒砥沢ダム崩壊地と胆沢ダム周辺の調査)

2008.8.29

岩手県一ノ関

桑野，杉本(桑野研大学院生)，Ngo(古関研大学院生)，久保(東大本郷)，桑野二郎(埼玉大)，橘(埼玉大)小千谷市荷頃地区における被災住宅調査2008.12.8

新潟県小千
谷市荷頃地
区

大原美保

2008.12.10

岩手県一ノ
関

桑野，Adriana(桑野研大学院生)，青山(東大本郷大学院生)，田中(東大本郷大学院生)，Carlos(東大本郷大学院生)，
中央開発より 1 名

2008.12.14-16

愛知県岡崎
市

大原美保

2009.01.02-05

中華人民共
和国

目黒公郎・Navaratnarajah
Sathiparan(目黒研究室)

2009.2.6

宮城県栗原
市・大崎市

大原美保

2009.03.20-30

インドネシ
ア

Rahman Hydayat(目黒研究室)

2009.5.21-22

北海道苫小
牧

桑野，木幡(室蘭工大)，警察より多数

2009.6.14

東京都中央
区銀座

桑野が国土交通省路面保全検討委員
会メンバーとして参加

岩手・宮城内陸地震における行政対応と被害調査
岩手宮城内陸地震被災調査(岩手県側道路の被災状況と荒砥沢ダム崩壊地の調査)
岩手・宮城内陸地震時の緊急地震速報放送に関するヒアリング調査

岩手宮城内陸地震調査(荒砥沢ダム崩壊地の試料採取)
2008 年 8 月末岡崎水害時の医療対応に関するヒア
リング調査
四川大地震の被害調査及び被災地復興支援
岩手・宮城内陸地震時の医療対応に関するヒアリ
ング調査
インドネシア・チラチャ
ップの津波被害調査とアンケート・道路整備等の調査
安平町陥没孔調査(警察による現場検証（ゴルフ場陥没孔の開削調査）の立会い)
銀座空洞調査(路面下空洞が危ぶまれる箇所にて，レーダー探査及びボーリング調査)

38

38

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Report3.3.1.2 メモリコーダによる土材料の変形特性の調査
様々な土材料の変形特性を調べるために，土質試験中に供試体内を伝播する弾性波速度の測定を実施し，その送受信の波形を記録するために用いている．また，その知見を模型実験で応用するために，現在模型実験土槽内における弾性波トモグラフィー，および電気探査トモグラフィーの試行を計画している．多点同時の波形サンプリングが必要になるため同機種を追加購入した．本機種を用いた成果の例をいくつか示す．
Kuwano, R., Wicaksono, R.I and Mulmi, S. (2008), “Small strain stiffness of coarse granularmaterials measured by wave propagation”, Proc. of 4th international symposium on
deformation characteristics of geomaterials, IS-Atlanta 2008, Vol.2, pp.749-756.
Wicaksono, R.I. and Kuwano,R. (2009), "Small Strain Shear Stiffness of Toyoura Sand
obtained from various wave measurement techniques"Bulletin of Earthquake Resistant
Structure Research Center, No.42, March 2009, 107-119.
桑野玲子、Wicaksono,R.I.、古関潤一（2009）、"弱く固結した砂の粘着力測定のための三軸圧縮試験"、第 44 回地盤工学研究発表会、横浜、2009 年 8 月.
杉本大輔、桑野玲子（2009）、"微生物を利用した砂供試体固化の試行実験"、第 44 回地
盤工学研究発表会、横浜、2009 年 8 月.
Beltran-Galvis, A.L.., Kuwano,R. (2009)、"Volume change of sandy soil during saturation
process under isotropic stress state ", the 64th annual conference of JSCE, Fukuoka,
September 2009.
3.3.1.3 生研建物の地震モニタリングシステム
ICUS では，2007 年度から IT 強震計による生研建物の地震時挙動モニタリングシステ
ムを導入した．生研建物は，B・C・D 棟と E・F 棟，および高層棟(西側)と中層棟(東側)の 4 つに分けられる．これらの建物の地震時の挙動を把握するため，B1・2・4・6・8
階の共有スペースに合計 18 個の IT 強震計を設置した．測定されたデータは，LAN を介して ICUS モニタリング室内のサーバーに転送され，各階での揺れをリアルタイムに把握することができる．
2007 年 7 月 16 日午前 10 時 13 分に発生した新潟県中越沖地震の際に，現地で観測された最も大きな揺れは震度 6 強だった．下記の図は，F 棟の地下(左)と 8 階(右)で観測された地震動である．地下での揺れは震度 2(計測震度 2.3)，８階では震度 3(計測震度 2.8)となり，高層階で大きな揺れが観測されている．建物の揺れの常時モニタリングの状況と各強震計で計測された地震波形，過去の地震の際の生研建物の変形アニメーションをHP(http://icus-eq.iis.u-tokyo.ac.jp/)上で公開している．
Fw-B1F
0

30

60

90

120

180

0

30

60

90

(s)
120

150

15
10
東西 50
E-W -5-10

Max=5.48gal

15
10
5
0
-5
-10
-15

Max=11.23gal

15
10

Max=3.88gal

15
10
5
0
-5
-10
-15
15
10
5
0
-5
-10
-15

Max=10.25gal

(gal)

南北 50
N-S -5
-10
-15
15
10
上下 50
U-D -5-10-15

建物の変形表示

Fw-8F

(s)
150

Max=3.39gal

Max=3.25gal

F 棟地下（左）と 8 階（右）で観測された地震動

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3.3.2 インターネットを活用した都市基盤安全工学情報の発信
ICUS の Activities を Web サイトで公開している．日本語版と英語版が準備されており，国内外で災害が発生した際の情報提供，各種行事の案内，活動報告，出版物の案内，
Newsletter の配布を行っている． RNUS の Web サイトともリンクし，海外拠点での成果も閲覧可能となっている．ICUS のホームページ：http://icus.iis.u-tokyo.ac.jp/，RNUS のホームページ：http://www.sce.ait.ac.th/rnus/．一ヶ月の国別アクセス数の例を下記に示す．国別アクセス数に示す通り，日本国外から多数のアクセスがある．アジアはもちろんであるが，欧米諸国からの注目が高いことが確認できる．

ICUS

ホームページ3.3.3 公開講演会
2001 年 5 月 22 日に，ICUS として最初の ICUS 公開講座を生産技術研究所にて開催した．
公開講座は，ICUS の前身である INCEDE の時代に開始されたもので，10 年間の継続されていたプログラムである．公開講座の目的は，一般の市民と直接知識と情報を共有することである．INCEDE の時代，主要なテーマは，天災に関する知識を共有し，何が危険であるのか，災害の後何が起こるのかを理解することであった．ICUS では，さらにその考えを進め，
我々の生活圏として，特に都市の安全に関する問題を取り上げ，年に約 2 回の頻度で公開講座を続けている．2006 年から 2008 年の 3 年間では，「建築物衛生の危機管理のあり方」，「ICUS の活動ーこれまでの道のり，これからの展望ー」，「都市基盤の安全のために－危機管理･防災と情報－」，「地球温暖化は都市にどのような影響を及ぼすか？」，「交通・物流拠点としての港湾・空港戦略」という幅広いテーマで，都市を取り巻く問題に関して公開講演会を開
催した．

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第 1 回 ICUS 公開講座で講演する前魚本センター長(2001 年)

ここに，今までに開催された ICUS 公開講座の講演題目および講演者リストを示します．
日時
主催タイトル
講演者氏名
所属
題目
池田耕一
国立保健医療科学 建築物衛生の危機管理のあり方
院建築衛生部長
加藤信介
東京大学生産技術 建築内における健康影響
危険物の拡散研究所 教授
国立保健医療科学 飲料水の安全確保
2006 年
建築物衛生の危機 伊藤雅喜
院水道工学部水道9 月 25 日
管理のあり方計画室長
柳宇
国立保健医療科学 建築内における生物化学
院建築衛生部建築 テロ対策
物衛生室長
魚本健人
芝浦工業大学工学 都市防災とコンクリート
部土木工学科 教授 都市環境と災害の観測とICUS の活動
東京大学生産技術 評価－これまでの道の 安岡善文
2007 年
これからの都市防災：ハ研究所 教授4 月 25 日 り,これからの展望
目黒公郎－
東京大学生産技術 ードとソフト，国内と国際の視点から研究所 教授森川博之
東京大学先端科学 ユビキガスが拓く安心・
技術研究センター 安全 ICT 基盤
都市基盤の安全の
センター長
東方幸雄
ために
2007 年
東日本電信電話株 NTT ｸﾞﾙｰﾌﾟの災害対策
10 月 2 日 －危機管理･防災
式会社 災害対策室 －災害･防災に活かす情報通信技術ーと情報－長
上原美都男
横浜市危機管理戦略につ
横浜市危機管理監
いて
地球温暖化の影響とその三村信男
茨城大学 教授
適応策
地球温暖化は都市
花木啓祐
東京大学 教授
温室効果ガス削減のため2008 年にどのような影響
5月9日の都市の対策を及ぼすか？
沢田治雄
東京大学生産技術 地球温暖化の森林への影研究所 ICUS 教授
響とその対策
難波喬司
国土交通省港湾局 港湾を核とした物流シス
テムの効率化を通じた環計画課長
境負荷の軽減交通・物流拠点と 横田弘
港湾空港技術研究 港湾・海岸におけるｲﾝﾌﾗﾏ
2008 年しての港湾・空港所研究主監 ICUS ﾈｼﾞﾒﾝﾄ
10 月 6 日
戦略
客員教授
梅山和成
国土交通省関東地 東京国際空港再拡張プロ
ジェクト
方整備局副局長

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3.3.4 国際シンポジウムの開催
世界人口の半分以上が地球表面の約 4 パーセントしかない都市部に集中して暮らしている．その傾向はアジア地域で著しく顕著であり，2015 年までにはアジア地域が世界の巨大都市(1000 万の人口を超える)の 50%以上を有する地域になるとの報告もある．アジア地域の巨大都市の特徴は，高い人口密度を支えるだけの社会基盤資本やシステムが脆弱である
ことである．現時点においてアジア地域の巨大都市で災害が発生した場合，人命，社会基
盤施設，社会基盤ネットワークに甚大な被害を与えることは明白である。
一方，科学技術の進歩は著しく，最先端の材料や補強技術，災害低減技術，地理空間情報システムなどの様々な技術がアジア地域でも利用可能になりつつある．
それら技術を効率よく活用できる技術的，人的ネットワークをアジア地域で構築することが，巨大都市での災害被害を低減できる最善の方法であると我々は考えている．つまり，研究者，実務担当者，意思決定者を含むグループ間で関心と専門後術を共有できた時だけ，災害被害を低減できる。
そこで，ICUS は，2002 年から毎年，アジア地域の巨大都市における安全性向上のため新技術に関する国際シンポジウムを国内外の学術的な研究機関と共にアジア地域で開催している．本シンポジウムでは，下記のテーマに特に注目して開催している．
•
•
•
•
•
•
•

42

Urban Disaster Mitigation
Safety and Security Assessment of Urban InfrastructureSpace Technologies and GIS for Monitoring and Assessment of Urban Safety
Planning and development of urban infrastructure
Threat reduction and consequence management
Environmental impact assessment of urbanization
Rehabilitation and retrofitting of structures against natural and manmade disasters

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ICUS
Report以下に，2006 年から 3 年間に開催したシンポジウムの概要を記す．
・2006 年・概要
第 5 回 アジア地域の巨大都市における安全性向上のため新技術に関する国際シンポジウム
Venue
Date
Co-organizers
Sponsors

・第 5 回

Cape Panwa Hotel Phuket, Thailand
Nov. 16-17,2006
・ School of Civil Engineering Asian Institute of Technology
・ Center for Sustainable Urban Regeneration, The University of Tokyo
・ 21st Century Center of Excellence Program, The University of Tokyo・ Geo-Informatics and Space Technology Development Agency
・ Japan Aerospace Exploration Agency

ICUS シンポジウム開催案内パンフレット

・総参加人数：88 名
日本：29 名
他国：59 名43

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・2007 年
・概要
第６回 アジア地域の巨大都市における安全性向上のため新技術に関する国際ンポジウム
Venue
Dhaka Sheraton Hotel, Dhaka Bangladesh
Date
Dec. 9-10, 2007
Co-organizers•Bangladesh University of Engineering and Technology
Sponsors• Center for Sustainable Urban Regeneration, The University of Tokyo• 21st Century Center of Excellence Program, The University of Tokyo・第 6 回ICUS シンポジウム開催案内パンフレット・ 総参加人数：77 名
日本：23 名 他国：54 名

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第 7 回 アジア地域の巨大都市における安全性向上のため新技術に関する国際シンポジウム
Venue
Tsinghua University Beijing
DateOct. 21-22, 2008
Co-organizers
Center for Public Safety Research, Tsinghua University,
Beijing, China
Sponsors• The Foufation for the Promotion of Industrial Sciences,
JapanTOKYO GAS Corporate, JapanGlobal Center of
Excellent (GCOE), The University of TokyoNational
Natural Sciene Foundation of China, Chinallinois Fire
Service Institute, University of Illiois at
Urbana-Champaign, USAHomeland Security ResearchCenter, Illinois, USAChina National Institute ofStandardization, ChinaBeijing Global Safety Technology
Co.LT, China
・第 7 回ICUS シンポジウム開催案内パンフレット

・総参加人数： 106 名
日本：28 名 他国：78 名45

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3.3.5 ICUS の刊行物
ICUS では，国内外のより多くの研究者と最新の情報を共有するために，多くの刊行物を発行している．その中でも 1 年に 4 回発行される ICUS Newsletter と不定期の研究レポート
は，世界 150 余ケ国，在日本大使館・領事館および約 3000 の研究者と研究機関に送付している．これらは，ICUS のホームページ(http://icus.iis.u-tokyo.ac.jp/)からもダウンロードすることができるようにしている．
また，ICUS の活動を理解して頂くために ICUS 活動報告(日本語版／英語版)および ICUS
紹介ビデオ(日本語版／英語版)を作成している．
以下に 2006 年 4 月から現在までに発行した刊行物のリストを記す．
・ICUS Newsletter Volume 6 Number 1－ Volume 8 Number 4
・ICUS Report No. 13-36
・SEIKIEN SYMPOSIUM
・RC39
・RC58
・Annual Report
・ICUS パンフレット
・ICUS カレンダー
・その他- 第 6 回比較防災学ワークショップ みんなで防災の知恵を共有しよう- 第 7 回比較防災学ワークショップ みんなで防災の知恵を共有しよう- ICUS 紹介ビデオ(日本語／英語)

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ICUS Newsletter
2006

VOLUME 6 NUMBER 1, APRIL - JUNE 2006
Communicationg Risks to the Public
Toshiko Kikkawa, Associate Professor,
Keio University
VOLUME 6 NUMBER 2, JULY - SEPTEMBER 2006
Hidden Cavities under the Ground –Their Causes andReiko Kuwano
ConwequencesVOLUME 6 NUMBER 3, OCTOBER - DECEMBER 2006
Healths Risk Management in the Field of Building Hygiene
Koichi Ikeda, Director, Department ofArchitecture, Hygiene and Housing,
National Institute of Public Health
VOLUME 6 NUMBER 4, JANUARY - MARCH 2007
Tsunami Risk in Thailand
Absornsuda Siripong, Professor, Marine
Science Department, Faculth of Science
Chulalongkorn University Bangkok,
ThailandDrought Monitoring Using Remote Sensing and Memories of Junichi Susaki, Graduate School of
Stay at the Asian Institute of Technology, Thailand
Engineering, Kyoto University

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2007

VOLUME7 NUMBER 1, APRIL - JUNE 2007
Importance of Technical and Social Problems to Prevent
Taketo Uomoto, Professor, Shibaura
False Structures for Urban Safety
Institute of Technology and Former
ICUS Director
A Woman Died in Roller Coaster Accicent
Hisashi Kanada, Inspection andMeasurement Division, Nippon SteelTechno Research Corporation
VOLUME 7 NUMBER 2, JULY - SEPTEMBER 2007
Distress in the Tarmac
Worsak Kanok-Nukulchai, Ph.D.,
Professor Dean, School of Engineering &Technology Asian Institute ofTechnology and Vice President of theEngineering Institute of Thailand
A Method to Prioritize the Seismic Retrofitting of
Reiko Amano, Former ICUS Visinting
Disaster-prevention Bases
Professor
Earthquqke hits Niigata Prececture
Hiruma Meguro Labolatory IIS,The
University of Tokyo
Niigata Chuetsu-Oki Earthquake Strong Ground Motion
Miho Yoshimura Ohara
Recorded at IIS
The Mw. 8.0 Pisco Earthquake hits Peru
Paola Mayorca
2007 Flood in Bangladesh
Mehed Ansary, BUET, Bangladesh
VOLUME 7 NUMBER 3, OCTOBER - DECEMBER 2007
Traffic Accicents –Another Disaster in Urban SafetyShinji Tanaka
Damage due to Cyclone SIDR in Bangladesh
Prfessor Mehedi Ansary, BUET,
Bangladesh
VOLUME 7 NUMBER 4, JANUARY - MARCH 2008
Flow Slides of Underwater Sand Deposits in Jamuna River
Kenji Ishihara, Professor, Chuo
Bed
Universitty
Numerical Simulation of Environmental Problems
Ryozo Ooka

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2008

VOLUME 8 NUMBER 1, APRIL - JUNE 2008
Remote Sensing for Monitoring Urban Safety andYoshifumi Yasuoka,Executive Director,
Environment
National Institute for Environmental
Studies and former ICUS Professor
Upgrading the Seismic Performance of Wooden Buildings
Mikio Koshihara
VOLUME 8 NUMBER 2, JULY - SEPTEMBER 2008
Contribution of Forests to Solving Global Warning Issues
Haruo Sawada
Towards a More Earthquake Resilient Built Environment in
Kimiro Meguro
the Aftermath of the 2008 Sichuan Earthquake
VOLUME 8 NUMBER 3, OCTOBER - DECEMBER 2008
Application fo Computational Fluid Dynamics on the
Hong Huang
Prediction of Urban Fire Safety and Urban Thermal
Environment
VOLUME 8 NUMBER 4, JANUARY - MARCH 2009
Weicheng Fan, Center for Public Safety
Framework and Methodology of Public Safety
Research, Tsinghua University, Beijing,
PR China
Relationship between Surface O3 and Urban Heat Island
Ryuzo Ooka
effect in Tokyo
Co-effect of Initial Curing Conditions and Exposure
X, Wen, Zhejiang University, PR China
Environments on coastal Concrete Durability
Shaking Table Test of Timber Roof Masonry House Models
N. Sathiparan IIS, The University of
Rtrofitted by PP-Band Meshes
Tokyo
Making adobe and Brick Houses Stronger to WithstandP.Mayorca, DNV Norway
Earthquakes

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・ICUS Report
2006
ICUS REPORT2006-01
Complication of ICUS Newsletters (2001-2006)
ICUS REPORT2006-02
ICUS ACTIVITY REPORT ICUS Summarizing the Activity of Quinquennium
ICUS REPORT2006-03
第 10 回 IUCS オープンレクチャ講演記録
ICUS REPORT2006-04
Proceedings of the Fifth International Symposium on New Technologies for Urban Safetyof Mega Cities in Asia (USMCA2006)
ICUS REPROT2006-05
Report on Application of Fly Ash as Concrete Ingredient in Thailand and Japan
ICUS REPORT2006-06
Report on Mapping of Soil Moisture in Paddy Fields from Temporal Jers-1/Sar Images
for Drought Assessment in Buriram Province, Thailand
ICUS REPORT2006-07
Evaluation of the Seismic Vulnerability of Bangladeshi Buildings Using Non-Destructivie
Testing
ICUS REPORT2006-08
第 11 回 ICUS オープンレクチャ講演記録 2006 年 9 月 25 日
ICUS REPORT2006-09
マルチハザードマップを活用した巨大都市の防災都市空間の最適化瀬系方法の開発

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2007
ICUS REPORT2007-01
Report on Inspection of Marine Reinforced Concrete Structures in Thailand
ICUS REPORT2007-02
Report on the Deterioration of Short-Span Traffice RC Bridges in Bangkok
Metropolitan Area -A Preliminary StudyICUS REPORT2007-03
BNUS Annual Reprot-2007
ICUS REPORT2007-04
第 12 回 ICUS オープンレクチャ
ICUS REPROT2007-05
第 13 回 ICUS オープンレクチャ
ICUS REPORT2007-06
2007 New Technoologies for Urban Safety of Mega Cities in Asia
ICUS REPORT2007-07
防災マニュアル及び地震時の東大病院の防災拠点としてのあり方に関するワーキ
ング

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2008
ICUS REPORT2008-01
RNUS ANNUAL REPORT 2007
ICUS REPORT2008-02
Joint Student Seminar on Civil Infrastructures July 3-4, 2008
ICUS REPORT2008-03
2008New Technoologies for Urban Safety of Mega Cities in Asia
ICUS REPORT2008-04
第 14 回 ICUS オープンレクチャ
ICUS REPROT2008-05
第 15 回 ICUS オープンレクチャ
ICUS REPORT2008-06
R Workshop on Transportation Researches for Urban Safety
ICUS REPORT2008-07
大規模災害におけるリモートセンシング技術活用例に関する調査報告書
ICUS REPORT2008-08
BNUS Annural Report-2008

・SEIKIEN SYMPOSIUM
2006
SEIKIEN SYMPOSIUM 48“2006 NEW TECHNOLOGIES FOR URBAN SAFETY OF MEGA CITIES IN ASIA”
2008
SEIKIEN SYMPOSIUM 53“2008 NEW TECHNOLOGIES FOR URBAN SAFETY OF MEGA CITIES IN ASIA”

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・RC39,RC58
2006
ICUS COMMITTEE REPORT2006-01“サステナブル都市システム研究委員会(RC39)老朽化構造物 WG 報告書”
ICUS COMMITTEE REPORT2006-02“サステナブル都市システム研究委員会(RC39)防災 WG 報告書”
ICUS COMMITTEE REPORT2006-03“サステナブル都市システム研究委員会(RC39)環境 WG 報告書”
2007
ICUS COMMITTEE REPORT2007-01“日本社会に適した BCM(Business Contituity Management)研究委員会 19 年度報告書”
2008
ICUS COMMITTEE REPORT 2008-01“日本社会に適した BCM(Business Contituity Management)研究委員会 20 年度報告書”

Annual Report
Annual Report 2005 年度 日本語版
Annual Report 2006 年度 日本語版
Annual Report 2007 年度 日本語版

60

Annual Report 2005 年度 英語版
Annual Report 2006 年度 英語版
Annual Report 2007 年度 英語版

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2006
第 6 回比較防災学ワークショップ みんなで防災の知恵を共有しよう(6th Workshop for “Comparative Study on Urban earthquake Disaster Management”)
2007
第 7 回比較防災学ワークショップ みんなで防災の知恵を共有しよう(7th Workshop for “Comparative Study on Urban earthquake Disaster Management”)

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・ICUS ������

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Report・ICUS �����

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3.4 グローバル連携活動
ICUS は，インフラと都市の安全性に関わる世界の人材ネットワーク(ICUS ネットワーク)を構築し，関連情報の活発な交換を行っている．また，国内外の関係研究機関との研究協
力協定の締結や国際共同プロジェクトも実施している．
具体的には，2002 年にタイ・バンコク市にあるアジア工科大学院(AIT)にアジアでの活動
拠点として Regional Network office for Urban Safety(RNUS)を開設した．RNUS を通じてアジ
アの巨大都市の安全性に関する研究を実施している．例えば，「アジア諸国の都市化地域を対象とした構造物を含めた地域脆弱性の恵贈的定量手法の提案とそのためのデータベースの構築」に関する研究を進めている．

ICUS のネットワーク

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3.4.1 研究協力協定の締結
2008 年 3 月末現在，ICUS は，AIT/RNUS(タイ)，シンガポール大学(シンガポール)，ナン
ヤン工科大学/PTRC(シンガポール)，インド工科大学・カンプール校(インド)，バングラデ
ィシュ工科大学/BNUS(バングラディシュ)，バングラディシュ工科大学/地震工学センター(バングラディシュ)，バングラディシュ地震協会(バングラディシュ)，モナシュ大学(オーストラリア)，Global U-City Construction & Information (GUCCI) Hub(韓国)，国立高雄第一科技
大学/建設工学科(台湾)，清華大学/公共安全研究センター(中国)港湾技術研究所/LCM センター(日本)，芝浦工業大学/工学部建設系土木工学科(日本)と研究協力協定を締結している．

ICUS の研究協力協定先3.4.2 Regional Network Office for Urban Safety (RNUS)
3.4.2.1 RNUS 設立の目的
RNUS は，アジア諸国の都市化地域を対象とした構造物を含めた地域脆弱性の継続的定量評価手法の提案とそのためのデータベースの構築という研究を効果的に進めるため，
2002 年 10 月 AIT 内に設立された．本研究の対象エリアである東アジアや東南アジア地域では，設計基準の不備，不十分な施工管理や維持管理等を理由として，都市を構成する各種の構造物の脆弱性が大きな問題となっている．この問題の重要性は，地震などの特別な外力が作用しない状態でも構造物が崩壊してしまう事故が多発している事実からもはっきりしている．また，これらの地域では急激な地域開発が行われていることが多く，品質に問題のある構造物が建設ラッシュ期に集中的に造られていることから，近い将来に時期を同じくして問題が顕在化してくる可能性が高く．早急にこの問題に対する解決策を提示しな
い限り，今後，これがアジア諸国に対して社会的・財政的に大きな問題を与えることは自明である．
この問題に対処するには，構造物をはじめとする地域データ整備が不可欠であるが，アジア地域でこれが整備されているところは少なく，建物一棟ずつ調べてデータベース化す
るなどの手段は現実的ではない．そこで本研究では，これらの地域をカバーできる地球観
測衛星データを活用して，地域における市街地化の時系列情報を収集するとともに，現地調査に基づいて市街地化の進行時期ごとの建築構造物をはじめとする地域のデータベース化を図る．さらに，このデータを活用して脆弱性評価モデルを構築する．
このモデルにより，アジア諸都市の，どの地区が，将来のどの時期に構造的な危険が生ずるかを予測することが可能となる．この調査研究は，アジア諸国の中でも問題の切迫性

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Reportの高いタイのバンコク市を対象として開始し，順次その対象を拡大する．
AIT に設置するオフィスを活動拠点として，宇宙の視点と地上の視点からアジア諸都市の構造物をはじめとする地域特性の情報をベータベース化するとともに，これらを活用した地域の脆弱性評価モデルを構築する．

RNUS のホームページ (http://www.sce.ait.ac.th/rnus/)

3.4.2.2 研究テーマ• Earthquake disaster management using GIS, RS technology• Advanced numerical simulation of concrete and masonry materials
3.4.2.3 設備• Advanced computing facilities
3.4.2.4 プロジェクト
RNUS では，タイを中心にプロジェクトを通して，東南アジア諸国の研究機関，研究者と協力して研究を進めている．
下記に設立からのプロジェクトを示す．
• Inspection of Marine Reinforced Concrete Structures in Thailand• Feasibility Study on the Application of Expansive Concrete to Alleviate the Cracking
Problem of RC structure in Thailand• Seismic Hazard and Vulnerability Mapping of Dhaka, Chittagong & Sylhet City
Corporation Areas -- funded by European Commission (EC) and UNDP
• Master Plan for Earthquakes And Building Collapse Hazard Prevention and Mitigation In
Thailand (Phase I) – funded by Department of Disaster Prevention and Mitigation (DPM)67

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3.4.2.5 ワークショップとセミナー
ワークショップリスト• Seminar on “Advanced Technologies toward Sustainable Concrete Structure”, January 2006,
Prof. Toyoharu Nawa, Dr.Pipat Termkhajornkit and Prof.Somnuk Tangtermsirikul• Seminar on “Niigata-Tyuetsu Earthquake on October 23, 2004”, March 2006, Prof. Hiroshi
Mutsuyoshi and Dr. Takeshi Maki
• Seminar on “Analysis and Treatments for Corrosion of RC Structure”, August 2006, Dr.
Shinichi Miyazato and Dr. Mitsuharu Tokunaga• Seminar on “Modeling of Concrete Properties and Non-linear Structural Analysis”,
November 2006, Dr. Toshiharu Kishi and Dr. Yasushi Tanaka• Seminar on “Ultrasonic and Its Application for Cement-Based Materials”, February 2007,
Dr. Wonsiri Punurai• ICUS and RNUS Participated in Thailand Science and Technology Fair 2007, August 2007
• Seminar on “Toward a Partnership on Disaster Management and Remote Sensing/GIS
Technologies”, February 2008, Prof. Kimiro Meguro, Dr. Pennung Warnitchai, Mr. Siri
Akaakara, Mrs. Praneet Disariyakul, Dr. Manzul K Hazarika, Dr. Masahiko Honzawa, Dr.
Warakorn Mairaing, Dr. Sutat Weesakul,
Prof. Tomonari Yashiro and Dr.
Shinji Tanaka• Short Seminar on Transportation at Chulalongkorn University, March 2008, Dr. Hironori
Kato and Dr. Shinji Tanaka• Seminar on “Joint Student Seminar on Civil Infrastructures”, July 2008, Dr. Pennung
Warnitchai, Prof. Kimiro Meguro, Dr. Cho Gye-Chun, Dr. Shinji Tanaka, Dr. Pison
Udomworarat, Kawasaki, Tomoya, Choi Sung-Woo, Owatsiriwong, Adisorn, Matsumura,
Yusuke, Jo Seon-Ah, Hoang Phuong Tung, Henry Michael, Dung Tran Viet, Yooprasertchai
Ekkachai, Ebizuka Hiroaki, Phongtinnaboot Weeraporn, Oh Tae-Min, Sorimachi Naoki,
Eom Yong-Hun, Nishiuchi Hiroaki and Suweero Kittipong• Seminar on "Remote Sensing And Urban Public Transport", September 2008, Prof. Haruo
Sawada, Prof. Fumihiko Nakamura and by Dr. Toshiyuki Okamura• Workshop on Transportation Researches for Urban Safety, December 2008, Prof. FumihikoNakamura, Prof. Yasuhiko Kumagai , Dr. Toshio Yoshii, Prof. Masao Kuwahara, Dr.
Kazushi Sano, Dr. Pichai Taneerananon, Prof. Takashi Nakatsuji , Dr. Hidekatsu Hamaoka,
Dr. Ryota Horiguchi, Dr. Sorawit Narupiti, Dr. Agachai Sumalee
3.4.3 BNUS
3.4.3.1 BNUS の設立の目的
BNUS は，南アジア諸国の都市化地域を対象とした構造物を含めた地域脆弱性の継続的定量評価手法の提案とそのためのデータベースの構築という研究を効果的に進めるため，
2006 年 1 月にバングラディシュ工科大学内に設立された．本センター設立の目的は「地震や洪水の被害を受ける南アジア諸国の都市化地域を対象とした構造物を含めた地域脆弱性の継続的定量評価手法の提案とそのためのデータベースの構築」である．本センターの研
究の対象エリアである南アジア地域では，設計基準の不備，不十分な施工管理や維持管理等を理由として，都市を構成する各種の構造物の脆弱性が大きな問題となっている．この問題の重要性は，地震やサイクロン(洪水)などの特別な外力が作用しない状態でも構造物が崩壊してしまう事故が多発している事実からもはっきりしている．またこれらの地域では急激な地域開発が行われていることが多く，品質に問題のある構造物が建設ラッシュ期に集中的に造られていることから，近い将来に時期を同じくして問題が顕在化してくる可能性が高い．早急にこの問題に対する解決策を提示しない限り，今後，南アジア諸国に対して社会的・財政的に大きな問題を与えることは自明である．
この問題に対処するには，構造物をはじめとする地域データ整備が不可欠であるが，南アジア地域でこれが整備されているところは少なく，建物一棟ずつ調べてデータベース化

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Reportするなどの手段は現実的ではない．そこで本センターを中心に，これらの地域をカバーできる地球観測衛星データを活用して，地域における市街地化の時系列情報を収集するとともに，現地調査に基づいて市街地化の進行時期ごとの建築構造物をはじめとする地域のデータベース化を図る．さらに、このデータを活用して脆弱性評価モデルを構築する．このモデルにより，地震や洪水の影響を直接的に受ける南アジア諸国の大都市の，どの地区が，将来のどの時期に構造的な危険が生ずるかを予測すること目的としてセンターを設立した．
3.4.3.2 研究テーマ• Undertake collaborative research with different institutes• Develop evacuation plans for different wards of Dhaka city
• Evaluation of building against cyclone and tsunami in the coastal areas• Development of earthquake and tsunami preparedness program for coastal area
• Develop Training Manuals for Mason• Conduct School Earthquake Safety Program• Monitor Earthquakes through Strong Motion Accelerographs•
3.4.3.3. 設備• Expertise in application of GIS software• Expertise on urban safety research• Expertise on the application of 3D simulation• Expertise in Architecture, Engineering, Planning
3.4.3.4 プロジェクト• Seismic Microzonation for Cox’s Bazar Municipality• Rain Induced Hill-Slope Erosion/ Landslide and Probable Control Measure in Chittagong
Hilly Areas, 2008
• Natural Slope Stability Analysis of some Existing Livestock Shelters (Killas) for Cyclones
in Bangladesh (current)• Post Disaster Survey for Cyclone SIDR 2007
• Macroseismic Survey of Two Recent Earthquakes (Rajshahi and Mymensingh) in
Bangladesh in 2008
• Strong Motion Monitoring System in Bangladesh, 2007, 2008, 2009
• Mason Training Regarding Earthquake Resistant Construction, 2009
• Evacuation plans for different wards in Dhaka city (current)• Earthquake Vulnerability Assessment of buildings using RVS method and Turkish Level-I &II method, 2008
• School Earthquake Safety Awareness Program (SESAP), 2007-2009• Rethinking the Public Buildings as Post Disaster Shelters – in the context of Old Dhaka• Earthquake Vulnerability Reduction Strategies for Unplanned Urban Areas• Evaluation of concrete structures of Bangladesh has been completed in two phases, 2006
3.4.3.5 ワークショップとセミナー
3.4.3.5.1 ワークショップ• A Training Program for Masons on “How to Build Earthquake Resistant Buildings” wasconducted on October 16-18 (theoretical) and October 23-26 (practical), 2008.
• Directorate of Continuing Education (DCE), BUET in association with Bangladesh Network
Office for Urban Safety (BNUS), BUET has arranged a short course titled “DISASTER
AND CONFLICT- WHAT SHALL WE DO ON IT?” at DCE Conference Room. The
duration of this short course was two days long march 15-16, 2008.
• Workshop on ‘Sharing Knowledge on Disaster Warning: Community-based Last-MileWarning System’ at ITN Center, BUET, Dhaka on 25 October, 2007 was organized by69

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Activities the Activities of a Triennium (2006-2008)

•
•
•
•
•
•
•

BNUS together with LIRNEasia, Sri Lanka.
BNUS together with DCE, BUET organized a two-day short course on “Evaluation ofConcrete Structures” on 2006.
An International Symposium on ‘New Technologies for Urban Safety of Mega Cities in
Asia’ (USMCA-2007) was organized by BNUS in cooperation with ICUS was held on 9-10
December, 2008 at Dhaka.
Workshop on ‘Earthquake Safety Awareness and First Aid’ was held at Armenitola Govt.
High School, Old Dhaka on 30/11/2006, 1/12/2006 and 2/12/2006.
Workshop on ‘Earthquake Safety Awareness and First Aid’ was organized at Narinda
Government High School on November 18-19, 2006.
‘Search and Rescue Training Program’ for the students of Armenitola Government HighSchool, Old Dhaka from 10th to 12th December, 2006.
A ‘Mock Drill’ was organized by the students of Armenitola Government High School on
23rd February, 2007.
A lab test on checking of performance of URM structure of resisting earthquake force

3.4.3.5.2 セミナー
• A seminar on Urban Safety and Disaster Management was organized on March 15, 2009.
Prof. K. Meguro, Director, ICUS and Prof. H. Sawada, ICUS, IIS, University of Tokyo,
delivered presentations on “The Most Important Issue for Disaster Mitigation and Integrated
Information System for Total Disaster Management” and “Satellite Remote Sensing for
Monitoring Natural Environment and Disasters” consecutively.
• A Seminar on “Raincut Erosion Control in Chittagong Hilly Areas” was jointly organizedwith Bangladesh Earthquake Society (BES) on November 15, 2008, chaired by Prof. Dr.
Jamilur Reza Chowdhury, President, BES. Dr. Abdul Jabbar Khan, Professor, Dept. Of Civil
Engineering, Bangladesh University of Engineering and Technology (BUET), presented alecture on the experience of visiting the landslide prone hilly areas of Chittagong, as anExpert Team Member of BNUS.
• A Roundtable Meeting on “Raincut Erosion Control in Chittagong Hilly Areas” wasorganized on August 28, 2008, chaired by Prof. Dr. A. M. M. Safiullah, Vice Chancellor,
Bangladesh University of Engineering and Technology (BUET), Dr. Abdul Jabbar Khan,
Professor, Dept. Of Civil Engineering, BUET, presented a lecture on Raincut Erosion
Control in the hilly areas of Chittagong and Application of Geojute. Personnel from
Education Engineering Department, Geological Survey of Bangladesh, Fire Service andCivil Defense, Institute of Water Modelling and several other oragnizaion as well as
Professors from BUET participated in the meeting.
• Seminar on ‘Recent Development of Earthquake related activities in Japan’ Speaker: Prof. K.
Meguro in 15 June, 2006 organized by BES and Engineering Staff College.
• Seminar on ‘Importance of Maintenance of Existing Concrete Structures’ was held on 5
December 2006 at Institution of Engineers, Bangladesh by Prof. T. Uomoto.
• Seminar on ‘Recent Development of Earthquake Related Activities in Japan’ was held at theseminar Room of Department of Civil Engineering, BUET on 6 December, 2006 by
Professor K. Meguro, Professor, IIS, University of Tokyo and Director, International Centerfor Urban Safety (ICUS).

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3.5 スタッフ海外出張記録
・2006 年度度
教官名
期間
8/2-8
魚本健人

目黒公郎

大岡龍三

場所
Bangkok/Thailand

用務
10th East Asia-PacificConferecne on StructuralEngineering and Construction
Shotocrete for UndergroundSupport X
Field work

9/11-17

Vancouver/Canada

10/15-18

Istanbul/Turkey

10/24-27

Udon Thani/Thailand

11/14-19

Phuket/Thailand

11/20-23

Bali/Indonesia

11/26-12/2

Sydney,Melbourne/Australia

2nd Asian Concrete Federation
International Institute ofTechnology
Seminar at Monash University

12/4-7

Dhaka/Bangladesh

BUET

2/10-14Dusseldorf/Germany

2/14-18

Istanbul/Turkey

Seminar at Bundesanstalt fur
Materialforschungund-prufung(BAM)
Field work

2/26-28

Bangkok/Thailand

4/13-20

Dhaka/Bangladesh

4/16-23

San Franscisco

9/3-7

Geneva/Switzerland

9/10-18

Istanbul/Turkey

100th Anniversary Earthquake
Conference
1st European Conference on
Earthquake Engineering andSeismology
Workshop

11/15-19

Phuket/Thailand

USMCA2006

12/2-3Singapore

12/4-7

Dhaka/Bangladesh

Board of Directors of the World
Seismic Safety Initiative
BUET

3/5-9

Mongol

3/12-17

Teheran/ Iran

5/30-6/4

Philadelphia/USA

71

Thai Annual Concrete
Conference
USMCA2006

Workshop at Chulalongkorn
University
BUET

Seminar of the Research Center
for Astronomy and Geophysics
and the World Seismic Safety
Workshop on Strengthening
Earthquake Resistant Capacityof Masonry Houses in Iran
10th International Conference on
Thermal Energy Storage71

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Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

加藤佳孝

大原美保

Paola Mayorca

金田尚志

72

6th International Conferece on
Urban Climate
2006 ASHRAE Annual Metting

6/11-18

Denmark

6/24-29

Quebec/Canada

10/15-19

Hong Kong/China

11/15-19

Phuket/Thailand

6th International Thermal
Manikin and Modeling Meeting
USMCA2006

1/27-2/1

Dallas/USA

2007 ASHRAE Winter Meeting

3/17-21

Barcerona/Spain

4/17-5/17
6/21-7/7
6/26-7/1

Bankgkok/Thailand

Annual Meeting of the Alliancefor Global Sustainability(AGS)
RNUS

8/1-18
9/3-10/5
10/23-12/8
11/14-19

Bangkok/Thailand

2nd International Conference on
Concrete Repair
RNUS

Phuket/Thailand

USMCA2006

11/20-23

Bali/Indonesia

1/29-3/2

Bangkok/Thailand

2nd Asian Concrete Federation
International Institute ofTechnology
RNUS

2/10-14Dusseldorf/Germany

2/14-18

Istanbul/Turkey

4/16-23

San Franscisco

6/13-20

Dhaka/Bangladesh

9/9-20Istanbul/Turkey

100th Anniversary Earthquake
Conference
BUET Workshop and Field
work
Workshop

11/14-19

Phuket/Thailand

USMCA2006

4/16-23

San Franscisco

9/3-7

Geneva/Switzerland

10/14-22

Lima/Peru

100th Anniversary Earthquake
Conference
1st European Conference on
Earthquake Engineering andSeismology
Field Work

11/14-19

Phuket/Thailand

USMCA2006

6/13-20

Dhaka/Bangladesh

BUET Workshop and Field
work

St.Malo/France

72

Seminar at Bundesanstalt fur
Materialforschungund-prufung(BAM)
Field work

ICUS
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Report10th East Asia-PacificConferecne on StructuralEngineering and Construction
2006 NDE Conferecne on Civl
Engineering
2006 Korea Concrete Federation
Autum Meeting
USMCA2006

8/2-8

Bangkok/Thailand

8/13-20

St.Louis/USA

11/3-5

Seoul/Korea

11/14-19

Phuket/Thailand

11/20-23

Bali/Indonesia

3/11-16

Seoul/Korea

2nd Asian Concrete Federation
International Institute ofTechnology
Seminar at Han Yang University

4/10-5/29

Bangkok/Thailand

RNUS

4/20-23

Phuket/Thailand

NCCE11

6/9-7/5
7/12-8/16
8/20-9/14
9/19-12/13
10/24-27

Bangkkok/Thailand

RNUS

Udon Thani/ Thailand

11/14-19

Phuket/Thailand

Thai Annual Concrete
Conference
USMCA2006

11/20-22

Bali/Indonesia

12/29-3/24

Bangkok/Thailand

7/11-13

Portprpz/Slovenia

11/14-19

Phuket/Thailand

12th International Symposium on
Aerodynamics and Ventilation
Vehicle Tunnels
USMCA2006

須崎純一

11/14-19

Phuket/Thailand

USMCA2006

宮崎早苗

11/14-19

Phuket/Thailand

USMCA2006遠藤貴宏

11/14-19

Phuket/Thailand

USMCA2006

吉本英子

11/14-19

Phuket/Thailand

USMCA2006

・2007 年度度
教官名
目黒公郎

期間
5/9-11

場所
Bangkok/Thailand

用務
RNUS

6/20-23

Jakarata/Indonesia

3th Association of Pacific
RimUniversities/Association of
East Asian Research

Sahamitmongkol
Raktiporn

天野玲子

73

2nd Asian Concrete Federation
International Institute ofTechnology
RNUS

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Activities the Activities of a Triennium (2006-2008)

大岡龍三

加藤佳孝

桑野玲子

大原美保

74

Universitities Research
Symposium
Bangkok International Trade andExhibition Center
The Taiwan-Japan Workshop on
the Earthquake Early Warning
SystemMeeting of GFDRR

8/8-11

Bangkok/Thailand

9/1-3

Taipei/Taiwan

10/21-23

Stockholm/Sweden

11/26-30

Taipei/Taiwan

12/1-6Singapore

12/7-12

Dhaka/Bangladesh

2nd International Conference on
Urban Disaster Reduction
The Board of directores of the
WSSI
USMCA2007

2/7-11

Phuket/Thailand

RNUS seminar

3/29-4/2

Riyadh/Saudi Arabia

6/9-14

Helsinki/Finland

Sympoium on Disaster
Management and Safety of
Buildings in Arab Courntries
Clima 2007 and Roomvent2007

6/23-28

Los Angeles/USA

6/30-7/5

Cairns/Australia

11/19-24

Beijing/China

2007 Annual Meeting of theAmerican Society of Heating,
Refrigerationg and
Air-Conditioning Engineers
12th International Conference onWind Engineering
Tsinghua University

11/25-27

Seoul/Korea

Seminar12/7-12

Dhaka/Bangladesh

USMCA2007

1/19-24

New York/USA

1/28-2/1

Boston/USA

2/27-29

Seoul/Korea

The 2008 American Society ofHeating, Refrigerating and
Air-Conditioning Engieerng
Winter Meetng
Alliance for Global
Sustainability(AGS)Annual
Meeting 2008
Field work

4/17-5/15

Bangkok/Thailand

RNUS

12/7-12

Dhaka/Bangladesh

USMCA2007

11/3-10Chongqing/China

12/7-12

Dhaka/Bangladesh

3rd Sino-Japan GeotechnicalSymposium
USMCA2007

11/26-30

Taipei/Taiwan

2nd International Conference on
Urban Disaster Reduction

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ICUS
Report12/7-12

Dhaka/Bangladesh

USMCA2007

5/9-11

Bangkok/Thailand

RNUS

6/24-30

Berkeley/USA

WCTR

9/3-7

Bangkok/Thailand

RNUS

10/10-15

Beijing/China

ITS World Congress

12/7-12

Dhaka/Bangladesh

USMCA2007

Bangkok/Thailand

RNUS

遠藤貴宏

1/21-2/16
2/26-3/29
12/7-12

Dhaka/Bangladesh

USMCA2007

Paola Mayorca

9/4-28

Pisco/Peru

Field Work

12/7-12

Dhaka/Bangladesh

USMCA2007

4/2-5/28
6/4-7/26
8/6-10/26
12/1-2/28
12/7-12

Bangkok/Thailand

RNUS

Bangkok/Thailand

RNUS

Dhaka/Bangladesh

USMCA2007

3/11-26

Bangkok/Thailand

RNUS

横田弘

12/7-12

Dhaka/Bangladesh

USMCA2007

吉本英子

12/7-12

Dhaka/Bangladesh

USMCA2007・2008 年度
教官名
目黒公郎

期間
8/26-28

場所
Dhaka/Bangladesh

用務
BNUS

10/12-17

Beijing/China

14th WCEE

10/18-23

Beijing/China

USMCA2008

11/18-22

Bangkok/Thailand

UN-ESCAP

1/2-5

Chengdu/China

Field Work

3/8-9

Beijing/China

2nd Japan-China Forum

3/14-16

Dhaka/Bangladesh

BNUS

7/6-11

Beijing/China

presentation

9/15-19

Bangkok/Thailand

Meeting ,RNUS

田中伸治

Sahamitmongkol
Raktipon
Warakanchana
Kawin

沢田治雄

75

75

ICUS ACTIVITYREPORTICUS
Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

10/18-23

Beijing/China

USMCA2008

11/5-15

Colombo/Sri Lanka

ACRS

11/15-22

Bangkok/Thailand

Fortrop II

1/7-12

Khon Kaen/Thailand

Workshop

3/14-20

Dhaka/Bangladesh

BNUS

横田弘

10/20-23

Beijing/China

USMCA2008

桑野玲子

9/21-26

Atlanta/USA

10/18-23

Beijing/China

4th International Symposium on
Deformation Characteristics ofGeomaterials (IS-Atlanta 2008)
USMCA2008

6/9-16

Varenna/Italy

IALCCE08

10/18-23

Beijing/China

USMCA2008

11/25-30

Hangzhou/China

ICDCS2008腰原幹雄

10/19-23

Beijing/China

USMCA2008大原美保

10/12-17
10/17-23
4/1-5/1
5/12-24
5/18-19
6/16-26
7/2-20
7/14-18
8/18-28
9/11-20
10/14-19
10/20-23
10/24-29
11/16-22
12/8-19
10/18-23

Beijing/China
Beijing/China
Bangkok/Thailand

14th WCEEUSMCA2008
RNUS

HongKong
Bangkok/Thailand

Meeting
RNUS

Singapore
Bangkok/Thailand

ITS Asia-Pacific Forum
RNUS

Beijing/China
Bangkok/Thailand
New York/USA
Bangkok/Thailand
Beijing/China

USMCA2008
RNUS
ITS World Congress
RNUS
USMCA2008

10/12-17
10/17-23
10/18-24

Beijing/China
Beijing/China
Beijing/China

14th WCEEUSMCA2008
USMCA2008

5/12-28
6/28-7/25
9/14-10/11
10/12-17
10/18-23
10/24-12/14
12/26-3/1
10/18-23

Bangkok/Thailand

RNUS

Beijing/China
Beijing/China
Bangkok/Thailand

14th WCEEUSMCA2008
RNUS

Beijing/China

USMCA2008

加藤佳孝

田中伸治

遠藤貴宏
Paola Mayorca
Pranab J.Baruah
Warakanchana
Kawin

吉本英子

76

76

ICUS
Report38 38
ICUS
Report3.6 受賞記録
名前

研究室

受賞名

授与機関名

目黒研究室
加藤研究室

年月
2006.5
2006.5

目黒 公郎
加藤 佳孝

年間優秀論文
奨励賞

金田 尚志

ICUS

2006.5

奨励賞

金田 尚志

ICUS

2006. 7

年次論文奨励賞

PakawatSancharoen

魚本研究室

2006. 7

年次論文奨励賞

金田 尚志

ICUS

2006.11

Best Concrete
Research

地震工学会(社)日本コンクリ
ート工学協会(社)日本コンクリート
工学協会(社)日本コンクリート
工学協会(社)日本コンクリート
工学協会
2nd Asian ConcreteFederation

Raktipong
Sahamitmon
gkol
Kawin
Warakanchan
a
大岡龍三

ICUS

2006.11

Best Concrete
Research

2nd Asian ConcreteFederation

目黒研究室

2006.11

Excellent Young
Researcher

USMCA 2006

大岡研究室

2007.6

Award of Excellency
in Research

MichealHenry Word

加藤研究室

2007.9

古市賞

The Organizing
Committee of SB07
SEOUL–the International
Conference on
Sustainable Building Asia
東京大学大学院 社会基盤学専攻

Ruta Ireng
Wicaksono
中島奈緒美

桑野研究室

2007.9

優秀講演者

土木学会

目黒研究室

2007.9

優秀講演者

土木学会

大原（吉村） 目黒研究室
美保
Navaratnaraj 目黒研究室
ah Sathiparan
Navaratnaraj 目黒研究室
ah Sathiparan

2007.9

学術発表優秀賞

日本自然災害学会

2007.9

学術発表優秀賞

日本自然災害学会

2007.9

Mondialogo
Engineering Award

大岡龍三

大岡研究室

2007.11

最優秀論文賞

大原（吉村） 目黒研究室
美保宮崎早
宮崎研究室
苗
目黒公郎
大岡龍三
大岡研究室

2007.12東京大学総長賞（業務改善）UNESCO とダイムラー・クライスラー社
Taiwan Society of
Sustainable Built
Environment
東京大学

2008.1Best Poster Award

藤田哲朗

2008.32008.7

田辺賞
コンクリート工学後Micheal Henry
Word

加藤研究室
加藤研究室

77

The AGS (The Alliance for
Global Sustainability)
東京大学 社会基盤学科(社)日本コンクリート工77

ICUS ACTIVITYREPORTICUS
Summarizing
Triennial Summary
Report:2006-2009
Activities the Activities of a Triennium (2006-2008)

Navaratnarajah
Sathiparan
Mayorca
Arellano Paola

目黒研究室

2008.10

ICUS

2008.10

佐藤真理

桑野研究室

2009. 378

援会年次論文奨励賞
Young AwardUSMCA2008
Outstanding Paper
Award
工学部長賞最優秀賞

78

学協会
USMCA2008
14th World Conference on
Earthquake Engineering
東京大学工学部

ICUS Report 38

ICUS の�����������
��
A. 業績リスト
B. 研究論文
C. MOU
D. 新聞への掲載記事および記者会見
E. 過去 5 年間の ICUS 予算の内訳
F. NEWS LETTER

79

A. 業績リスト
2006 年

1.

魚本健人,(2006), 持続可能な都市システムの構築をめざして, 生産研究 vol.58,ｏ.3 ,ｐｐ43-452.

魚本健人,(2006), 都市の安全とコンクリート, 生産研究 vol.5,.Ｎｏ.3, ｐｐ46-48

3.

星野富夫,魚本健人,(2006), 歴史的コンクリートの分析方法に関する研究, 生産研究vol.58,Ｎｏ.3, ｐｐ49-52

4.

西村次男,佐藤雅義,加藤佳孝,岸利治,魚本健人,小田部裕一,田中泰司,(2006),アルカリ
骨材反応による RC 構造物の鉄筋破断に関する基礎的研究, 生産研究 vol.58,Ｎｏ.3,
ｐｐ53-56

5.

Raktipong,SAHAMITOMONGKOL,YoshitakaKATO,SomnukTANGTERMSIRIKULandTaketo UOMOTO,(2006), Preliminary Inspection of Traffic Bridges with
Short Span in Bangkok Metropolitan Area, 生産研究 vol.58,Ｎｏ.3, ｐｐ61-64

6.

伊藤正憲,加藤佳孝,魚本健人,(2006), 各種環境下におけるポリマーセメント系断面
修復材の性能評価, 生産研究 vol.58,Ｎｏ.3, ｐｐ65-68

7.

石関嘉一,伊藤学,戸田勝哉,宇野洋志城,榊原弘幸,星野富夫,加藤佳孝,魚本健人,(2006),
各種要因が補修した鉄筋コンクリート構造物の劣化に及ぼす影響に関する研究（8）,生産研究 vol.58,Ｎｏ.3, ｐｐ69-72

8.

二井谷教治,荒木昭俊,宇野祐一,里隆幸,松田敏,伊藤正憲,魚本健人,(2006), 各種要因が補修した鉄筋コンクリート構造物の劣化に及ぼす影響に関する研究（9）, 生産研
究 vol.58,Ｎｏ.3,ｐｐ73-76

9.

松林裕二,佐藤幸三,早川健司,槙島修,元売正美,渡部正,岸利治,魚本健人,(2006), 各種
要因が補修した鉄筋コンクリート構造物の劣化に及ぼす影響に関する研究（10）, 生
産研究 vol.58,Ｎｏ.3, ｐｐ77-80

10. 松本利美, 魚本健人,(2006), 化学混和剤がセメントの初期水和反応に与える影響,
生産研究 vol.58,Ｎｏ.3, ｐｐ81-84
11. Pakawat SANCHAROEN, Yoshitaka KATO and Taketo UOMOTO,(2006),
Probabilistic model for repairing time of RC structure deteriorated by salt attack,
生産研究 vol.58,Ｎｏ.3, ｐｐ85-88
12. 金田尚志,石川幸宏, 魚本健人,(2006), ファイバセンサ型近赤外分光分析計によるコ
ンクリートの分析, 生産研究 vol.58,Ｎｏ.3, ｐｐ97-100
13. 石川幸宏,金田尚志,加藤佳孝,魚本健人,(2006), 近赤外分光法を用いたコンクリート
中の塩分量の定量法の開発, 生産研究 vol.58,Ｎｏ.3, ｐｐ101-104

79

14. Islam Md. SHAFIQUL, Tsugio NISHIMURA and Taketo UOMOTO,(2006),
Experimental Study of the Effect of Different Crack Widths on CO2 ingress into
Concrete with Repair Patch, 生産研究 vol.58,Ｎｏ.3, ｐｐ109-112
15. 恒國光義,加藤佳孝,魚本健人,(2006), 既設プレストレストコンクリート道路橋の構造劣化診断, 生産研究 vol.58,Ｎｏ.3, ｐｐ57-60
16. 金田尚志,石川幸宏, 魚本健人,(2006), 近赤外分光イメージングによるコンクリートの分析コンクリート工学, Ｖｏｌ.44,No.4, pp26-32
17. 魚本健人,(2006), 非破壊検査の現状と今後の期待, コンクリート工学Ｖｏｌ,Ｖ
ｌ.44,No.5, pp16-23
18. 金田尚志,石川幸宏, 魚本健人,(2006), エネルギー分散型ポータブル蛍光Ｘ線分析装
置によるコンクリートのオンサイト分析, コンクリート工学, Ｖｏｌ.44,No.6,
pp16-32
19. 魚本健人,(2006), プレストレストコンクリートの原点, プレストレストコンクリー
ト Vol.48,No.5
20. 魚本健人,杉山 律,(2006), 土木学会｢吹付けコンクリート指針(案）」の概要, コンク
リート工学, Ｖｏｌ.44,No.6, pp16-32
21. Taketo Uomoto,(2006), Technical

And Social Problems of Construction and

Maintenance of Concrete Structure, The Tenth Asia-Pacific Conference on
Structural Engineering and Construction Aurust 3-5,2006, Bangkok,Thailand
22. T. Uomoto, C.Hashimoto,(2006), Recommendation for Shotcreting (Draft)Part“Tunnels by NATM”ｂｙ the Japan Society of Civil Engineers.Shotocrete for
Underground Support X, Recommendation for Shotcreting (Draft)Part “Tunnels
by NATM”ｂｙ the Japan Society of Civil Engineers
23. HISASHI KANADA, HIROYUKI TOYOKAKAWA, TAKETO UOMOTO,(2006),
Recommendation for Shotcreting (Draft)Part “Tunnels by NATM”ｂｙ theJapan Society of Civil Engineers, Ｎｅｗ Technologies for Urban Safety of Mega
Cities in Asia
24. 星野富夫,辻 正哲,高橋 茂,魚本健人,(2006), 100 年以上共用されているコンクリー
ト構造物の分析と評価, コンクリート工学年次論文集, vol.28Ｎｏ, ｐｐ707-712,
コンクリート工学年次大会
25. 槙島 修,魚本健人,(2006), 断面修復材の品質と耐久性に関する一考察,コンクリート
工学年次論文集, vol.28Ｎｏ1, ｐｐ1751-1756, コンクリート工学年次大会
26. 伊藤正憲,加藤佳孝,魚本健人,(2006), 各種環境条件下におけるポリマーセメント系
断面修復材の性能評価, コンクリート工学年次論文集, vol.28Ｎｏ1, ｐｐ1757-1762
27. 松林裕二,佐藤幸三,岸利治,魚本健人,(2006), 補修を施した鉄筋コンクリート試験体の鉄筋腐食に関する実験, コンクリート工学年次論文集, vol.28Ｎｏ1, ｐｐ707-712

80

28. 二井谷 教治,槙島 修,星野富夫,魚本健人,(2006), 補修を施した暴露試験体の塩分の拡散に関する研究, コンクリート工学年次論文集, vol.28Ｎｏ1, ｐｐ1781-1786, コ
ンクリート工学年次大会
29. 金田尚志,石川幸宏, 魚本健人,(2006), ポータブル型蛍光 X 線分析装置を用いたコンクリートの分析, コンクリート工学年次論文集, vol.28Ｎｏ1, ｐｐ1793-1798, コン
クリート工学年次大会
30. 石川幸宏,金田尚志,魚本健人,矢島哲司,(2006), 近赤外分光イメージングによるコンクリート中の塩分の定量化に関する提案, コンクリート工学年次論文集, vol.28Ｎｏ
1, ｐｐ1865-1870, コンクリート工学年次大会
31. 小根澤 淳史,加藤佳孝,魚本健人,(2006), コンクリートの熱特性を活用した塩化物イ
オン拡散係数推定に関する基礎的研究, コンクリート工学年次論文集, vol.28Ｎｏ1,
ｐｐ1913-1918
32. 恒國光義,加藤佳孝,魚本健人,(2006), 既設ＰＣ桁の構造劣化診断に関する検討, コ
ンクリート工学年次論文集, vol.28Ｎｏ1, ｐｐ1967-1972
33. 石関 嘉一,伊藤学,伊藤正憲,魚本健人,(2006), 補修を施した鉄筋コンクリート供試体の電気化学的特性に関する研究, コンクリート工学年次論文集, vol.28Ｎｏ1, ｐ
ｐ2057-2062
34. Pakawat

SANCHAROEN,

and

TaketoUOMOTO,(2006),

LIFE

CYCLE

REPAIRING COST CONSIDERING UNCERTAINTIES OF DETERIORATION
PREDICTION MODEL, コ ン ク リ ー ト 工 学 年 次 論 文 集 , vol.28 Ｎ ｏ 1, ｐ ｐ
1639-1644
35. 星野富夫,辻 正哲,高橋 茂,魚本健人,(2006), EPMA による歴史的コンクリートの分析方法に関する研究, 土木学会第 61 回年次学術講演会講演概要集, ｐｐ997-998
36. 小根澤 淳史,加藤佳孝,魚本健人,(2006), 赤外線法を用いたコンクリートの物質拡散係数推測方法の開発に関する基礎的研究 -中性化速度係数の推測-, 土木学会第 61
回年次学術講演会講演概要集, ｐｐ1115-1116
37. 松山公年,魚本健人,(2006), トンネル変状診断支援ソフトの適用検討, 土木学会第61 回年次学術講演会講演概要集, ｐｐ749-750
38. 金田尚志,佐藤登,船越博行, 魚本健人,(2006), ポータブル型蛍光 X 線分析装置によるコンクリートの塩化物量の測定, 土木学会第 61 回年次学術講演会講演概要集, ｐ
ｐ993-994
39. 石関嘉一,伊藤学,戸田勝哉,宇野洋志城,榊原弘幸,星野富夫,加藤佳孝,魚本健人,(2006),
補修を施した鉄筋コンクリート試験体の電気化学的測定と腐食に関する研究, 土木学会第 61 回年次学術講演会講演概要集, ｐｐ559-560
40. 二井谷教治,里隆幸,松田敏,岸利治,魚本健人,(2006), 補修を施した暴露試験体における塩化イオンの浸透および拡散に関する研究, 土木学会第 61 回年次学術講演会講演81

概要集, ｐｐ575-576
41. 松林裕二,元売正美,伊藤正憲,加藤佳孝,魚本健人,(2006), 断面修復材中の鉄筋の腐食進行に関する実験, 土木学会第 61 回年次学術講演会講演概要集, ｐｐ581-582
42. 荒木昭俊,宇野祐一,榊原弘幸,星野富夫,魚本健人,(2006), EPMA による補修を施した
内陸暴露試験体の塩化物イオン移動評価, 土木学会第 61 回年次学術講演会講演概要
集, ｐｐ21-22
43. 渡部 正,左藤幸三,槙島 修,早川健司,魚本健人,(2006), 断面修復工法の種類，環境条件が鉄筋腐食に及ぼす影響, 土木学会第 61 回年次学術講演会講演概要集, ｐｐ
33-34
44. 槙島 修,魚本健人,(2006), 施工方法の違いが断面修復材の強度および耐久性に与える影響, 土木学会第 61 回年次学術講演会講演概要集, ｐｐ45-46
45. 伊藤正憲,加藤佳孝,魚本健人,(2006), 実環境を想定した断面修復材の寸法安定性に関する研究, 土木学会第 61 回年次学術講演会講演概要集, ｐｐ47-48
46. 佐藤雅義,西村次男,田中泰司,岸 利治,魚本健人,(2006), 帯鉄筋引張試験方法に関す
る基礎的研究, 土木学会第 61 回年次学術講演会講演概要集
会第 61 回年次学術講演会講演概要集

ｐｐ115-116, 土木学

ｐｐ115-116

47. 目黒公郎,(2006), 謎を可視化する,地震時の家具の挙動を可視化する, 建築雑誌,
Vol.121, No.1541, pp. 46-47
48. 目 黒 公 郎 ,(2006), 都 市 震 災 の 予 測 と 軽 減 対 策 , 日 本 機 械 学 会 誌 ( メ カ ラ イ フ ),Vol.109, No.1048, pp.172-173
49. 目黒公郎,(2006), 地震防災上の最重要課題である既存不適格建物の耐震改修を促進するために, 消防防災, Vol.5, No.2, pp.2-12
50. Uehan, F., and Meguro, K.,(2006), A Method to Remotely Measure Microtremors
for Vibration Diagnoses of Railway Structures, Structural,Eng./Earthquake Eng.,
JSCE, Vol.23, No.1, 159s-166s
51. 目 黒 公 郎 ,(2006), 発 展 途 上 国 向 け の 耐 震 補 強 法 の 開 発 , 地 震 ジ ャ ー ナ ル , 42,
pp.38-46
52. 目黒公郎,(2006), 地震防災上の最重要課題である既存不適格建物の耐震改修を促進するために, 月刊消防, 2006 年 6 月号, pp.58-67
53. 目黒公郎・高島正典,(2006), 沿岸産業主導による津波災害軽減に向けてー多目的観測ブイを用いた津波観測システムの提案―, 土木学会誌, 第 91 巻，第 7 号, pp.42-43
54. 小檜山雅之・吉村美保・目黒公郎, (2006), 耐震補強の誘引と阻害要因－地震防災推進施策におけるリスクコミュニケーションの重要性－, 日本建築学会環境系論文集,
第 606 号, pp. 89-96
55. 目黒公郎・高島正典,(2006), 沿岸産業主導による津波災害軽減に向けて２ー長期的津波監視の維持を重視した総合的津波防災戦略モデルの提案―, 土木学会誌, 第 91

82

巻，第 9 号, pp.76-77
56. 田中仁史・室崎益輝・目黒公郎,(2006), 耐震補強を推進するためには?, 建築雑誌,
Vol.121, No.1553, pp.4-11
57. 近藤伸也・目黒公郎,(2006), 利用組織・地域の特性に応じた防災システム導入手法の検討, 第 12 回日本地震工学シンポジウム論文集
58. 目黒公郎,(2006), 2005 年パキスタン北部地震による一般住宅の被害と簡便で低価格
な耐震補強法の提案, 自然災害科学, Vol.25, No.3, 381-392
59. 目黒公郎,(2006), >効果的な地震防災対策を実現するために－ハードとソフト,事前と事後―, 土木構造・材料論文集, 第 22 号, pp.23-30
60. K. Meguro,(2006), Development of a new generation disaster manual -Efficientuse of information for total disaster management-, Union of Risk Management
for Preventive Medicine, p46, 1st International Forum on Patient Safety
61. Kimiro Meguro,(2006), Development of Simple, Economic and Efficient
Retrofitting Method for Masonry buildings considering Local Availability andAcceptability in Earthquake Prone Regions, Proc. of the Fourth International
Conference on Urban Earthquake Engineering, 7pages
62. Worakanchana Kawin and Kimiro Meguro,(2006), Voronoi Applied Element
Method: Theory and Application for Linear and Non-Linear Materials, Proc. of
Fifth international symposium on New Technologies of Urban Safety of Mega
Cities in Asia, pp. 557-568
63. Kourosh

Nasrollahzadeh

Nesheli,Navaratnarajah

Sathiparan,

RameshGuragain, Paola Mayorca, Fujio Ito, Hideo Kagawa, Tsunehisa Tsugawa andKimiro Meguro,(2006), Full-Scale Shaking Table Tests on Masonry Buildings
Retrofitted by PP-Band Meshes, Proc. of Fifth international symposium on New
Technologies of Urban Safety of Mega Cities in Asia, pp. 579-588
64. Kimiro Meguro, Daisuke Ito and Yoshihito Sato,(2006), Efficiency of Furniture
Overturning Protection Devices During Earthquakes - A Experimental andNumerical Study, Proc. of Fifth international symposium on New Technologies ofUrban Safety of Mega Cities in Asia, pp. 589-597
65. Paola Mayorca, Navaratnarajah Sathiparan, Ramesh Guragain and Kimiro
Meguro,(2006), Comparison of the Seismic Performance of Different Strength
Masonry Structures Retrofitted with PP-Band Meshes, Proc. of Fifth
international symposium on New Technologies of Urban Safety of Mega Cities in
Asia, pp. 535-544
66. Miho Yoshimura and Kimiro Meguro,(2006), Development of Fragility Surfaces
based on Building Damage Data During the 1995 Kobe Earthquake, Proc. of83

Fifth international symposium on New Technologies of Urban Safety of Mega
Cities in Asia, pp.461-467
67. Ramancharla Pradeep Kumar and Kimiro Meguro,(2006), Nonlinear Numerical
Modeling of Infinite Media using Applied Ewlement Method, Proc. of Fifth
international symposium on New Technologies of Urban Safety of Mega Cities in
Asia, pp. 525-534
68. Kimiro Meguro,(2006), Issues for implementation of safer houses in developing
countries, Proc. of 100th Anniversary 1906 San Francisco Earthquake
Conference
69. Kimiro Meguro and Masasuke Takashima,(2006), Proposal of a Sustainable
Tsunami Disaster Mitigation System Considering the Characteristics of the
Indian Ocean Region , The Fourth International Conference on Urban
Earthquake Engineering, 7pages
70. 目黒公郎,(2006), 国内外の脆弱建物を取り巻く環境, 第 6 回比較防災ワークショッ
ププロシーディング, pp.113-133
71. 目黒公郎,(2006), 長期的津波監視の維持を重視した総合的津波防災戦略モデルの提案, 安全工学シンポジウム 2006 講演予稿集, pp.69-72
72. 佐藤芳仁・目黒公郎,(2006), 振動台実験による家具の転倒防止器具の効果の検証,
第 61 回土木学会年次学術講演会
73. 伊東大輔・目黒公郎,(2006), 地震時の家具の動的挙動を考慮した生活空間の安全性評価に関する研究, 第 61 回土木学会年次学術講演会
74. 南條孝文・目黒公郎・大保直人・天野玲子,(2006), 緊急地震速報を利用したタンク
ヤードの総合的な地震被害予測・警報システムの構築と導入効果の検証, 第 61 回土
木学会年次学術講演会
75. 目黒公郎・Paola Mayorca・Sathiparan Navaratnarajah・Guragain Ramesh・
Nasrollahzadeh Nesheli Kourosh,(2006), Seismic simulation of 1/4 scaleunreinforced masonry models retrofitted with PP-band meshes，第 61 回土木学会年次学術講演会
76. 岡本睦・目黒公郎,(2006), スマトラ地震時のスリランカ・ゴールにおける避難行動
シミュレーション, 第 61 回土木学会年次学術講演会
77. 鈴木僚・吉村美保・目黒公郎,(2006), 災害対応組織間における標準的な情報伝達プ
ロセスの検討―上水道の応急・復旧対応を対象として― , 第 61 回土木学会年次学術
講演会
78. 阿部真理子・近藤伸也・目黒公郎,(2006), 過去の災害事例のデータベース化と活用法の提案, 第 61 回土木学会年次学術講演会
79. 飯田亮一，秦康範，目黒公郎,(2006), 被災度に応じた地震後の地域別電力需要予測

84

モデルの構築, 第 61 回土木学会年次学術講演概要集
80. 中島奈緒美・吉村美保・目黒公郎,(2006), 活断層近傍の人口・建物分布に関する一考察, 第 25 回日本自然災害学会学術講演会梗概集, pp175-176
81. 目黒公郎・佐藤芳仁・伊東大輔,(2006), 家具の転倒防止器具の効果を振動台実験によって検証する, 第 25 回日本自然災害学会学術講演会梗概集, pp.123-124
82. 目黒公郎・伊東大輔・佐藤芳仁,(2006), 家具の動的挙動考慮した生活空間の地震時の安全性評価, 第 25 回日本自然災害学会学術講演会梗概集, pp.125-126
83. 目黒 公郎・南條 孝文・大保 直人・天野 玲子,(2006), 緊急地震速報を利用したタ
ンクヤードの総合的な地震被害予測・警報システムの構築, 地域安全学会梗概集,
No.19
84. 目黒 公郎・佐藤 芳仁・伊東 大輔・吉村 美保,(2006), 家具の転倒防止器具の振動
台実験による効果の検証, 地域安全学会梗概集, No.19
85. 目黒 公郎・伊東 大輔・佐藤 芳仁・吉村 美保,(2006), 家具の動的挙動を考慮した
生活空間の地震時の安全性評価シミュレーション, 地域安全学会梗概集, No.19
86. Ramesh

Guragain,Kawin

Worakanchana,Paola

MayorcaandKimiroMeguro,(2006), Simulation of Brick Masonry Wall Behaviour Under Cyclic
Loading Usinf Applied Element Method, Vol.58 No.6
87. Kawin Worakanchana and Kimiro Meguro,(2006), Voronoi Applied Element
Method for Analysis of the Soil Deposit under the Fault Action,Vol.58, No.6
88. Navaratnarajah Sathiparan, Paola Mayorca, Kourosh Nasrollahzadeh Nesheli,Ramesh 87. Guragain and Kimiro Meguro,(2006), Experimental Study on
Unburned Brick Masonry Wallettes Retrofitted by PP-Band Meshes, Vol.58,
No.3
89. 飯田亮一,秦康範,目黒公郎,(2006), 被災度に応じた地震後の地域別電力需要予測モデルの構築, Vol.58, No.3, pp.305-308
90. 林省吾,目黒公郎,天野玲子,(2006), 地方公共団体防災担当者などの為の耐震診断・耐震改修工事事例集に係る調査研究, Vol.58, No.3
91. 目黒公郎,(2006), 005 年パキスタン地震被害の特徴と課題, 土木学会地震工学委
員会シンポジウム「近年の国内外で発生した大地震の記録と課題（Ⅱ）」, 4 ページ
92. 目黒公郎（分担著）,(2006), マルチメディアによる地震災害の事後対応過程の検討，
ここまで進んだ日米の都市地震防災, 第 19 回「大学と科学」公開シンポジウム講演
収録集，pp.133-142, クバプロ
93. 目黒公郎(監修),(2006), ぼくの街に地震がきた-大震災シミュレーションコミック-, 207p, ポプラ社
94. 目黒公郎(監修),(2006), じしんのえほん

こんなときどうするの？, 32p, ポプラ社

8595. 目黒公郎(監修),(2006), 大地震,死んではいけない！, 196p, アスコム
96. 目黒公郎（分担著),(2006), 地震災害に強い社会システム, ブリタニカ国際年鑑 2006年版 pp.158-162, ブリタニカジャパン
97. 目 黒 公 郎 ( 分 担 著 ),(2006), 天 災 ・ 人 災 ― 海 洋 災 害 と 防 災 対 策 （ 藤 縄 幸 雄 編 ） ,pp.107-146,198p, 生物研究社
98. 目黒公郎(分担著),(2006), 地震防災のはなし ―都市直下地震に備える―（岡田恒男・
土岐憲三編）,192p, 朝倉書店
99. 目黒公郎(分担著),(2006), 地震で人をころすな！（安井潤一郎編）, pp.178-197,238p,
講談社
100. 目黒公郎(分担著),(2006), 人とわざわい(村井俊治編), pp.351-197(下巻),上 486p＋
下 558p, ヱスビービー
101. M. Yoshimura, K. Meguro and M. Kohiyama,(2006), Survey on Residents’Attitudes toward Retrofitting of Existing Seismic Vulnerable Houses in Japan,
Bulletin of Earthquake Resistant Structure Research Center, No. 39, Institute ofIndustrial Science, University of Tokyo, pp.105-114
102. M. Takashima, S. Koshimura and K. Meguro,(2006), Development of Possible
Tsunami Exposure Estimation Module for Tsunami Disaster Response,
103. Bulletin of Earthquake Resistant Structure Research Center, No. 39, Institute ofIndustrial Science, University of Tokyo, pp.115-120
104. K. Worakanchana and K. Meguro,(2006), Voronoi Applied Element Method for
Structural Analysis: Theory and Application for Linear and Non-Linear
Materials, Bulletin of Earthquake Resistant Structure Research Center, No. 39,
Institute of Industrial Science, University of Tokyo, pp.121 -140
105. K. Meguro, P. Mayorca, R. Guragain, N. Sathiparan and K. Nasrollahzadeh
Neshel,(2006), PP-Band Retrofitting Technique: Affordable, Acceptable andFeasible Method for Developing Countries, Bulletin of Earthquake Resistant
Structure Research Center, No. 39, Institute of Industrial Science, University ofTokyo, pp.141 -148
106. 目黒公郎, 岡本睦,(2006),

津波災害時の避難行動シミュレーションモデルの開発,

大都市大震災軽減化特別プロジェクトⅢ被害者救助等の災害対応戦略の最適化平成17 年度成果報告書 pp.367-388
107. 目黒公郎・吉村美保,(2006), 地震時の家具の動的挙動シミュレーターの開発,
108. 大都市大震災軽減化特別プロジェクトⅣ耐震研究の地震防災対策への反映平成 17
年度成果報告書 pp.201-217
109. 目黒公郎・吉村美保,(2006), 既存不適格構造物の耐震補強を推進する新しい制度やシステムの開発, 大都市大震災軽減化特別プロジェクトⅣ耐震研究の地震防災対策

86

への反映平成 17 年度成果報告書,pp.235-269
110. 目黒公郎,(2006), 防災・減災は具体的な災害イメージから,東芝エレベーターニュー
ス pp.6-7
111. AMANO R.,KURIOKA H.,KUWANA H.,MURAKAMI M.,TSURUDA T.,SUZUKI
T.,OGAWA Y.,(2006), Applicability of Water Screen (WS) Fire Disaster Prevention
System to Japanese Road Tunnels, TUNNEL SAFETY AND VENTILATION-New

Developments in Tunnel Safety-,3rd International Conference
112. AMANO R.,KURIOKA H.,KUWANA H.,MURAKAMI M.,TSURUDA T.,SUZUKI
T.,OGAWA Y.,(2006), Effects of Water Screen system in compartments,12th International
Symposium on AERODYNAMICS AND VENTILATION OF VEHICLE TUNNELS
113.今関修,栗岡均,天野玲子,(2006), CFD による散水設備作動時のトンネル空間熱性状
予測,生産研究,VOL.58 No.3,129-133
114.今関修,栗岡均,天野玲子,(2006), ウォータースクリーンの煤洗い落とし効果と遮煙性能,生産研究,Vol.58 No.3,134-138
115.林省吾,目黒公郎,天野玲子,(2006), 地方公共団体防災担当者などの為の耐震診
断・耐震改修工事事例集に関わる調査研究,生産研究,Vol.58 No.3,167-172
116.天野玲子,(2006), 元気の出る会誌づくりにチャレンジ, 国づくりと研修, 財団法人

全国建設研修センター

117. 陳宏,大岡龍三,黄弘,中嶋まどか,（2006）,建物壁面からの顕熱放散や建物の人工排熱の屋外温熱環境に関する影響度の研究,生産研究 58 巻 1 号

pp.48-54

118. 蔡耀賢,加藤信介,大岡龍三,小金井真,（2006）CFD を用いた対流と建材内熱・水蒸気同時移動の連成解析による室内熱・湿気解析モデルの検討
119. 生産研究 58 巻 1 号

pp.55-58

120. 黄弘,大岡龍三,加藤信介,陳宏,（2006）
析による煙制御システムの最適化

CFD と遺伝的アルゴリズム(GA)の連成解生産研究 58 巻 1 号

pp.59-63

121. 沢崎愼祐,大岡龍三,佐古井智紀,都築和代,南百合子,（2006） 屋外暑熱環境の温熱評
価手法に関する研究

生産研究 58 巻 3 号

pp.323-327

122. 大岡龍三,安岡善文,須崎純一,遠藤貴宏,川本陽一,中井秀信,中嶋まどか,瀬戸島政博,
船橋学,岡田敬一,持続可能な都市形成のための都市環境総合評価指標の提案,（2006）,生産研究 58 巻 3 号

pp.148-151

123. 陳宏,大岡龍三,黄弘,岩村和夫,吉澤伸記,三井所清史,吉田聡,生田目早苗,坂倉淳,田中
俊一,三軒茶屋地区市街地更新における分散型エネルギーシステム導入効果の検討
及び屋外温熱解析－複合密集市街地更新における分散型エネルギーシステムの導入に関する研究,生産研究 58 巻 3 号

pp.152-158

124. 関根賢太郎,大岡龍三,横井睦己,柴芳郎,黄錫鎬,南有鎮,（2006）,場所打ち杭を用いた
地中熱空調システムの普及・実用化に関する研究 第 1 報－実験による熱特性の把握

87

とフィージブルスタディ,空気調和・衛生工学会論文集

No.107

pp.1-11125. 高木賢二,大岡龍三,川本陽一,北田健介,（2006）,都市熱環境予測における土地利用データの影響と適用限界に関する検討,日本建築学会環境系論文集

No.600pp.45-50
126. 黄錫鎬,大岡龍三,南有鎮,関根賢太郎,嶋脇與助,（2006）,地中熱空調システムのための地中採・放熱量予測モデルの開発 第 1 報－モデルの構築と簡易な土壌物性値推定法の提案,空気調和・衛生工学会論文集

No.108

pp.1-10127. 小野剛司,村上周三,大岡龍三,高橋岳生,大森敏明,早乙女強,（2006）,屋外空間における人体表面の平均対流熱伝達率の予測式の開発 －風洞実験と CFD 解析による人体
表面の平均対流熱伝達率の予測式の提案－,日本建築学会環境系論文集

No.601

pp.9-14128. 蔡耀賢,加藤信介,大岡龍三,小金井真,生田紀夫,（2006）,非結露型次世代空調システ
ムに関する研究 第 1 報－CO<sub>2</sub>ヒートポンプを組み込んだデシカント
空調システムの提案及び性能検討,空気調和・衛生工学論文集
129. Shinsuke

Kato,Ryohei

Kono,Takamasa

No.110Hasama,Ryozo

pp.1-8
Ooka,Takeo

Takahashi,(2006) ,Wind Tunnel Experiment on Characteristics of Ventilation
with Single-Sided Opening in Uniform Flow,International Journal of Ventilation
Vol.5, No.1 pp.171-178
130. 村上周三,松縄堅,持田灯,丹羽英治,大岡龍三,足永靖信,谷本潤,森川泰成,柳原隆司,（2006）,ヒートアイランド現象緩和に関する評価システム CASBEE-HI の開発 評
価システムの枠組みと概要（非住宅系建物の場合）,日本建築学会技術報告集号

第 23

pp.247-252

131. Hong Huang,Shinsuke Kato,Ryozo Ooka,（2006）,CFD analysis of ventilation
efficiency around an elevated highway using visitation frequency and purging
flow rate,Wind and Structures

Vol.9

No.4 pp.297-313

132. 川本陽一,大岡龍三,黄弘,（2006）,ヒートアイランド解析における静力学モデルと非静力学モデルの比較,空気調和・衛生工学会学術講演会講演論文集

pp.1465-1468

133. 関根賢太郎,大岡龍三,生天目泰,（2006）,場所打ち杭を用いた地中熱空調システムの普及・実用化に関する研究 第 2 報－場所打ち杭を利用した熱交換器の低コスト施工法の開発,空気調和・衛生工学会論文集

No.115

pp.43-49

134. 川本陽一,大岡龍三,（2006）,メソスケールモデルに組み込んだ都市キャノピーモデ
ルにおける放射解析手法の改良,日本建築学会環境系論文集

No.609

pp.63-70

135. 小金井真,加藤信介,大岡龍三,蔡耀賢,生田紀夫,川本光一,西田耕作,（2006）,非結露型
次世代空調システムに関する研究 第 2 報―CO<sub>2</sub>ヒートポンプを組み込んだデシカント外調機システムの実用化に関する検討,空気調和・衛生工学会論文集
No.11688

pp.51-57

136. 挾間貴雅,加藤信介,大岡龍三,（2006）,LES による一開口通風換気時の空気流出入特性に関する検討,第 19 回風工学シンポジウム論文集,pp.97-102
137. 大岡龍三,陳宏,黄弘,中嶋まどか,（2006）,対流・放射連成解析を用いた建物壁面からの顕熱放散や建物の人工排熱の屋外温熱環境への影響度に関する研究,第 19 回風工学シンポジウム論文集

pp.91-96

138. 川本陽一,大岡龍三,黄弘,（2006）,ヒートアイランド解析における静力学モデルと非静力学モデルの比較,第 19 回風工学シンポジウム論文集

pp.67-72

139. Yaw-Shyan Tsay,Shinsuke Kato,Ryozo Ooka,（2006）,Study on the Applicabilityof Combining Desiccant Cooling System with Heat Pump in Hot and Humid
Climate,2006 ASHRAE Winter Meeting
140. Hong

HUANG,Ryozo

OOKA,Shinsuke

KATO,Taifeng

JIANG,Takeo

TAKAHASHI,Takeaki WATANABE,（2006）,VALIDATION AND APPLICATIONOF

CFD

MODELING

FOR

PREDICTING

TRAFFICINDUCEDAIRPOLLUTION IN A COMPLEX URBAN AREA,86th American MeteorologicalSociety Annual Meeting
141. Ryozo OOKA,Yoshihumi YASUOKA,Jun-ichi SUSAKI,Takahiro ENDO,Yoichi
KAWAMOTO,Hidenobu NAKAI,Madoka NAKASHIMA,Rei TAKADA,Masahiro
SETOJIMA,Manabu

FUNAHASHI,Kei-ichi

OKADA,DevelopmentofComprehensive Environmental Assessment Indices for Sustainable City,（2006）,AGS Annual Meeting 2006
142. Yaw-Shyan

TSAY,Shinsuke

KATO,Ryozo

SHODA,Koichi

KAWAMOTO,Kousaku

Non-Condensing

Air-Conditioning

OOKA,Makoto

KOGANEI,NorioNISHIDA, （ 2006 ） ,Study

Systemby

Combiningon

Desiccant

Air-Conditioning System with CO<sub>2</sub> Heat Pump
143. M.Bady,S.Kato,R.Ooka,H.Huang,T.Jiang, （ 2006 ） ,Comparative

study

of

concentrations and distributions of CO and NO in an urban area: Gaussian
plume model and CFD analysis,Fourteenth International Conference on
Modelling, Monitoring and Management of Air Pollution (Air Pollution2006),pp.55-64
144. Takeshi

Ono,Shuzo

Murakami,Ryozo

Ooka,Takeo

Takahashi,Toshiaki

Omori,Tsuyoshi Saotome,（2006）,Study on Convective Heat Transfer of a Human
Body to Evaluate the Outdoor Thermal Environment,The 6th International
Conference on Urban Climate (ICUC6)145. K.Sekine,R.Ooka,S.Hwang,Y.Nam,Y.Shiba, （ 2006 ） ,DEVELOPMENT OF A
GROUND

SOURCEEXCHANGERHEATUTILIZING

PUMP
THE

SYSTEM

WITH

CAST-IN-PLACEGROUNDHEATCONCRETE

PILE

89

FOUNDATIONS OF BUILDINGS,第 10 回国際蓄熱会議（ECOSTOCK 2006）
146. R.Ooka,S.Hwang,Y.Nam,Y.Shimawaki,K.Sekine, （ 2006 ） ,Development of a
Numerical Model to Predict Heat Extraction and Injection Rates of a Ground
Heat Exchanger,第 10 回国際蓄熱会議（ECOSTOCK 2006）,
147. Shinsuke Sawasaki,Ryozo Ooka,Tomonori Sakoi,Kazuyo Tsuzuki,Yuriko Minami,（ 2006 ） ,STUDY ON THERMAL EVALUATION METHOD FOR HOTOUTDOOR ENVIRONMENTS
148. Takeaki Watanabe,Ryozo Ooka,Takeo Takahashi,Shinsuke Kato,（2006）,HEATAND

MOMENTUM

FLUX

PROPERTIES

IN

URBAN

BOUNDARY

LAYER-WIND TUNNEL EXPERIMENT AND NUMERICAL SIMULATIONThe 6th International Conference on Urban Climate (ICUC6)
149. Mahmoud Bady,Shinsuke Kato,Takeo Takahashi,Hong Huang,Ryozo Ooka,（2006）,STUDY OF THE EFFECTS OF AMBIENT WIND DIRECTION ON
FLOW CHARACTERISTICS AND PURGING FLOW RATE INSIDE A DOMAIN
LOCATED WITHIN AN URBAN STREET CANYON,The 6th International
Conference on Urban Climate (ICUC6)150. Hong CHEN,Ryozo OOKA,Hong HUANG,Madoka NAKASHIMA,（2006）,Studyon the Impact of Sensible Heat Flux from Building Walls and Artificial Heat
Release from Buildings on Outdoor Thermal Environments, Using Coupled
Simulations of Convection, Radiation, and Conduction,The 6th International
Conference on Urban Climate (ICUC6)151. Ryozo Ooka,（2006）,DEVELOPMENT ASSESSMENT TOOLS FOR URBAN
CLIMATEANDHEATISLAND

MITIGATION,The

6th

International

Conference on Urban Climate (ICUC6)152. Yoichi Kawamoto,Ryozo Ooka,（2006）,ANALYSIS OF THE RADIATION FIELD
AT PEDESTRIAN LEVEL USING A MESO-SCALE METEOROLOGICALMODEL

INCORPORATING

THE

URBAN

CANOPYMODEL,The

6th

International Conference on Urban Climate (ICUC6)
153. Hong Huang,Ryozo Ooka,Shinsuke Kato,（2006）,Development of Contribution
Ratio of Pollutant Sources to Urban Air Quality by Means of CFD,The 6thInternational Conference on Urban Climate (ICUC6)154. Shinsuke

Kato,Ryozo

Ooka,Yaw-Shyan

Tsay,Makoto

Koganei,Norio

Shoda,Koichi Kawamoto,Kousaku Nishida,（2006）,Study on Non-Condensing
Air-Conditioning System by Combining Desiccant Air-Conditioning System with
CO<sub>2</sub> Heat Pump,Healthy Building 2006,pp.245
155. T.Sakoi,K.Tsuzuki,S.Kato,R.Ooka,D.Song,S.Zhu,（2006）,Expression of Thermal

90

Comfort in Non-uniform Thermal Environments in Terms of Local Skin
Temperature and Local Dry Heat Loss,Healthy Building 2006 pp.412
156. SW.Zhu,S.Kato,R.Ooka,T.Sakoi,T.Omori, （ 2006 ） ,CFD Based on Coupled
Simulation of Convection, Radiation and Human Thermal Model for Sensible
Heat Loss from a Human Body,Healthy Building 2006 pp.540
157. Yaw-Shyan

Tsay,Ryozo

Ooka,Shinsuke

Kato,Makoto

Koganei,Norio

Shoda,Koichi Kawamoto,Kousaku Nishida,（2006）,Study on Indoor Heat andMoisture Transport with Coupling Simulation of CFD and Vapor Diffusion
through Building Materials,Healthy Building 2006 pp.77-82
158. M.Hirose,S.Murakami,S.Kato,R.Ooka,T.Omori,（2006）,Study on Indoor Fungal
Pollution based on Coupled Analysis of CFD and Hygrothermal Transfer in
Building Materials,Healthy Building 2006

pp.89-94

159. T.Sato,S.Murakami,R.Ooka,S.Yoshida, （ 2006 ） ,Analysis

ofRegional

Characteristics of the Atmospheric Heat Balance in the Tokyo Metropolitan Areain Summer,The Fourth International Symposium on Computational Wind
Engineering (CWE2006)
160. Takamasa

pp.231-234

Hasama,Shinsuke

Kato,Ryozo

Ooka, （ 2006 ） ,Wind-Induced

Ventilation Analysis using Detached-Eddy Simulations to Control Indoor
Thermal Environments,The Fourth International Symposium on Computational
Wind Engineering (CWE2006)
161. Shinsuke

Kato,Takamasa

pp.247-250

Hasama,Ryozo

Ooka, （ 2006 ） ,AnalysisofWind-Induced Inflow and Outflow through a Single Opening using Large-Eddy
Simulations,The Fourth International Symposium on Computational Wind
Engineering (CWE2006)

pp.251-254

162. T.Ono,S.Murakami,R.Ooka,T.Takahashi,T.Omori,T.Saotome,（2006）,Numericaland Experimental Study on Convective Heat Transfer of a Human Body in
Outdoor,The

FourthInternational

Engineering (CWE2006)

SymposiumonComputationalWind

pp.517-520

163. Ryozo Ooka,Hong Chen,Shinsuke Kato,（2006）,Study on Optimum Arrangementof Trees for Design of PleasantGenetic Algorithm

Outdoor Environment Using Multi-Objective

And Coupled Simulation of Convection, Radiation andConduction,The Fourth International Symposium on Computational Wind
Engineering (CWE2006)

pp.525-528

164. H.Huang,R.Ooka,S.Kato,H.Chen,T.Takahashi,T.Watanabe,（2006）,CFD Analysis
on Traffic-Induced Air Pollutant Dispersion with Non-Isothermal Condition in aComplex Urban Area in Winter,The Fourth International Symposium on

91Computational Wind Engineering (CWE2006)

pp.841-844

165. Ryozo Ooka,（2006）,Development of assessment tools for urban climate and heatisland mitigation,第 1 回アジア都市環境･エネルギーシンポジウム
166. Ryozo Ooka,Yujin Nam,（2006）,Development of a ground source heat pumpsystem with ground heat exchanger utilizing the cast-in-place concrete pilefoundations of buildings,第 1 回アジア都市環境･エネルギーシンポジウム
167. Yu-Jin NAM,

Ryozo OOKA,

Suck-Ho HWANG,（2006）,Study on Optimizationof Design and Operation for Groundwater Heat Pump System Considering
GroundandGroundwater

Condition,6thInternational

SymposiumonArchitectural Interchanges in Asia(ISAIA2006)
168. Tomonori

Sakoi,Kazuyo

Tsuzuki,Shinsuke

Kato,Ryozo

Ooka,Swengwei

Zhu,Doosam Song, （ 2006 ） ,Thermal Comfort in terms of Both Local Skin
Temperature and Local Sensible Heat Losses in Non-uniform Thermal
Environment,6th International Thermal Manikin and Modeling Meeting(6I3M)
169. Tomonori

Sakoi,Kazuyo

Tsuzuki,Shinsuke

Kato,Ryozo

Ooka,Swengwei

Zhu,Doosam Song,（2006）,A Three-dimensional Human Thermal model for
Non-uniform Thermal Environments,6th International Thermal Manikin andModeling Meeting(6I3M)
170. Yuriko Minami,Ryozo Ooka,Tomonori Sakoi,Kazuyo Tsuzuki,Shinsuke Sawasaki,（ 2006 ） ,Study on Human Physiological Models for Hot Environments,6thInternational Thermal Manikin and Modeling Meeting(6I3M)
171. Kazuhiko Komamura,Ryozo Ooka,（2006）,Optimal Design Method for Building& Urban Energy System Using Genetic Algorithms,International Conference on
Facilities Management (ICFM 2006)
172. Shinji

YOSHIDA,Ryozo

OOKA,Akashi

MOCHIDA,Shuzo

MURAKAMI,Yoshihide TOMINAGA,（2006）,Development of Three Dimensional
Plant

CanopyModelfor

Numerical

Simulationof

Outdoor

ThermalEnvironment,The 6th International Conference on Urban Climate (ICUC6)173. 駒村和彦,大岡龍三,（2006）,GA を用いた都市・建築エネルギーシステムの最適化
設計手法の提案－システム選定と運用計画の統合最適化の枠組みと需要変動による
ロバスト性評価の検討－,日本建築学会関東支部研究報告集
174. 長沼慶幸,村上周三,大岡龍三,岩村裕也,小野剛司,（2006）,ヒートアイランド緩和方
策が夜間の屋外温熱環境に及ぼす影響の検討,日本建築学会関東支部研究報告集
175. 弘瀬将光,村上周三,加藤信介,大岡龍三,徐長厚,（2006）,各種建材における真菌起源
揮発性有機化合物の放散量の測定に関する研究（その 1）横型 AD-FLOW 内の物質
伝達率の測定,日本建築学会関東支部研究報告集92176. 渡辺利沙,村上周三,加藤信介,安枝浩,吉川翠,大岡龍三,弘瀬将光,（2006）,室内環境制
御によるアレルギー症状の抑制に関する研究（その 1）暖房方式の違いがアレルゲンの飛散へ及ぼす影響の検討,日本建築学会関東支部研究報告集
177. 駒村和彦,大岡龍三,（2006）,GA を用いた都市・建築エネルギーシステムの最適化
設計手法の提案－システム選定と運用計画の統合最適化の枠組みと需要変動による
ロバスト性評価の検討－,第 40 回空気調和・冷凍連合講演会,pp.161-164
178. 南有鎮,大岡龍三,黄錫鎬,（2006）,地盤や地下水条件を考慮した最適な地下水利用空調システム選定に関する研究,第 40 回空気調和・冷凍連合講演会

pp.165-168

179. 蔡 耀 賢 , 加 藤 信 介 , 大 岡 龍 三 , 小 金 井 真 , 生 田 紀 夫 , 川 本 光 一 , 西 田 耕 作 ,（2006）,CO<sub>2</sub>ヒートポンプ組込型デシカント空調システムに関する研究（その１）実験及び試算によるシステム性能の検討
180. 小 金 井 真 , 加 藤 信 介 , 大 岡 龍 三 , 蔡 耀 賢 , 生 田 紀 夫 , 川 本 光 一 , 西 田 耕 作 ,（2006）,CO<sub>2</sub>ヒートポンプ組込型デシカント空調システムに関する研究(その 2)システムの実用化に関する検討,第 40 回空気調和・冷凍連合講演会
pp.189-192
181. 柴芳郎,大岡龍三,関根賢太郎,谷藤浩二,（2006）,地中熱対応高効率水冷式ヒートポン
プの開発,第 40 回空気調和・冷凍連合講演会

pp.41-44

182. 大岡龍三,（2006）,都市空間の熱収支に及ぼす海風の効果,第 15 回空気シンポジウ
ム
183. 関根賢太郎,大岡龍三,（2006）,場所打ち杭を用いた地中熱利用空調システムの普及・実用化に関する研究（その 16）場所打ち杭を利用した熱交換器の低コスト施工法の検討,空気調和・衛生工学会学術講演会講演論文集

pp.941-944

184. 南有鎮,黄錫鎬,大岡龍三,（2006）,地盤・地下水条件を考慮した最適な地下水利用空調システム選定に関する研究（その 2）地下水条件を考慮したシステム運転手法の決定,空気調和・衛生工学会学術講演会講演論文集

pp.981-984

185. 小金井真,加藤信介,大岡龍三,生田紀夫,蔡耀賢,川本光一,西田耕作,（2006）,非結露型
次世代空調システムに関する研究（その 9）システムの実用化に関する検討,空気調和・衛生工学会学術講演会講演論文集

pp.331-334

186. 生田紀夫,加藤信介,大岡龍三,蔡耀賢,西田耕作,小金井真,川本光一,（2006）,非結露型
次世代空調システムに関する研究（その 10）シングルロータ及びダブルロータの性
能比較,空気調和・衛生工学会学術講演会講演論文集

pp.335-338

187. 生田紀夫,加藤信介,大岡龍三,蔡耀賢,西田耕作,小金井真,川本光一,（2006）,非結露型
次世代空調システムに関する研究（その 11）デシカント空調を用いた冬季加湿・暖房の適用可能性に関する検討空気調和・衛生工学会学術講演会講演論文集
pp.335-338
188. 胡睿,蔡耀賢,加藤信介,大岡龍三,黄弘,（2006）,調湿建材の最適利用に関する研究（そ93の 2）調湿建材の設置場所による室内高湿度の発生頻度を低減する効果の評価,空気調和・衛生工学会学術講演会講演論文集

pp.455-458

189. 駒村和彦,大岡龍三,（2006）,GA を用いた都市・建築エネルギーシステムの最適化
設計手法の提案（その 3）特定システムに対する二段階最適化手法の適用検討,空気調和・衛生工学会学術講演会講演論文集

pp.1317-1320

190. 弘瀬将光,村上周三,加藤信介,大岡龍三,徐長厚,阿部恵子,（2006）,各種建材における真菌起源揮発性有機化合物の放散量の測定に関する研究（その 2）建材及び真菌の種類が MVOC 放散量に及ぼす影響の検討,空気調和・衛生工学会学術講演会講演論
文集

pp.2041-2044

191. 長沼慶幸,小野剛司,村上周三,大岡龍三,（2006）,業務地区と住宅地区における熱帯夜に関する特性の地域間比較,空気調和・衛生工学会学術講演会講演論文集
pp.1469-1472
192. 長沼慶幸,小野剛司,村上周三,大岡龍三,（2006）
193. 建物壁面からの顕熱放散や建物の人工排熱の屋外温熱環境形成に関する影響度の研究（その 3）建物からの放熱と道路からの交通排熱の屋外温熱環境への影響度の比
pp.1469-1472

較,空気調和・衛生工学会学術講演会講演論文集

194. 陳宏,大岡龍三,黄弘,中嶋まどか,菊池嘉之,（2006）,建物壁面からの顕熱放散や建物の人工排熱の屋外温熱環境形成に関する影響度の研究（その 3）建物からの放熱と道路からの交通排熱の屋外温熱環境への影響度の比較,空気調和・衛生工学会学術講
演会講演論文集

pp.1473-1476

195. 小野剛司,村上周三,大岡龍三,吉田伸治,（2006）,屋外空間における人体表面の平均対流熱伝達率の予測式の開発（その 4）建物周辺の気流性状に着目した新しい予測式の有効性の検討空気調和・衛生工学会学術講演会講演論文集

pp.1481-1484

196. 南百合子,大岡龍三,沢崎愼祐,都築和代,佐古井智紀,（2006）,屋外暑熱環境の温熱性評価に関する研究（その 5）代謝量を変化させた場合の被験者実験結果と 2NM の比較による新しい発汗モデルの提案,空気調和・衛生工学会学術講演会講演論文集
pp.1497-1500 渡辺壮亮,高橋岳生,大岡龍三,加藤信介,M.M.Hefny,（2006）,都市境界
層流中の運動量・熱フラックスの性状（その１）温度成層風洞における運動量・熱
フラックス測定,日本建築学会大会学術講演梗概集

D-1 pp.523-524

197. M.M.Hefny,R.Ooka,T.Watanabe,H.Huang,H.Chen,S.Kato,T.Takahashi,（2006）,Heat and Momentum Flux Properties in the Urban Boundary Layer:
Part II. Comparison between Wind Tunnel Experiment and Numerical
Simulation,日本建築学会大会学術講演梗概集

D-1

pp.525-526

198. 川本陽一,大岡龍三,（2006）,都市キャノピーモデルを組み込んだメソスケール気候
モデルの開発（その 6）街区形状の不均一性が解析結果に与える影響の検討,日本建築学会大会学術講演梗概集94

pp.589-590

199. 長沼慶幸,村上周三,大岡龍三,岩村裕也,小野剛司,（2006）,蓄熱・放熱に着目した夜間における都市の温熱環境評価指標の開発,日本建築学会大会学術講演梗概集
pp.593-594
200. 小野剛司,村上周三,大岡龍三,吉田伸治,（2006）,屋外空間における人体表面の平均対流熱伝達率の予測式の開発（その 3）樹木による乱れが屋外温熱快適性に及ぼす影響,日本建築学会大会学術講演梗概集

D-1

pp.601-602

201. 陳宏,大岡龍三,加藤信介,（2006）,屋外温熱環境を改善するためのロバスト最適化設計

その(1)遺伝的アルゴリズム(Gas)を用いた樹木配置のロバスト最適設計,日本建築学会大会学術講演梗概集

D-1 pp.647-678

202. 松縄堅,村上周三,丹羽英治,持田灯,足永靖信,大岡龍三,谷本潤,柳原隆司,森川泰成,（2006）,建築物の総合環境性能評価手法（CASBEE）に関する研究（その 60）ヒートアイランド緩和対策の総合評価システム CASBEE-HI の開発(8)評価システムの改良,日本建築学会大会学術講演梗概集

D-1

pp.967-968

203. 大黒雅之,村上周三,大岡龍三,足永靖信,持田灯,谷本潤,松縄堅,河野孝昭,（2006）,建築物の総合環境性能評価手法 CASBEE に関する研究（その 61）ヒートアイランド
緩和対策の総合評価システム CASBEE-HI の開発 (9) 感度解析による非住宅建築と住宅建築（集合住宅）の QHI, LHI, BEEHI の比較,日本建築学会大会学術講演梗
概集

D-1 pp.969-970

204. 大岡龍三,駒村和彦,（2006）,GA を用いた都市・建築エネルギーシステムの最適化
設計手法の提案（その 1）システム選定と運用計画の総合最適化の枠組みと需要変動によるロバスト性評価の検討,日本建築学会大会学術講演梗概集

D-2

pp.1375-1376
205. 駒村和彦,大岡龍三,（2006）,GA を用いた都市・建築エネルギーシステムの最適化
設計手法の提案（その 2）試計算による統合最適化手法の適用妥当性に関する検討,
日本建築学会大会学術講演梗概集

D-2

pp.1377-1378

206. 黄弘,高橋岳生,大岡龍三,加藤信介,渡辺壮亮,（2006）,ヘリウムで模擬された市街地
火災時の高温浮力流における乱流性状と濃度拡散性状計測,日本建築学会大会学術
講演梗概集

A-2

pp.315-316

207. 胡睿,加藤信介,大岡龍三,蔡耀賢,黄弘,（2006）,調湿建材の最適利用度に関する研究（その 1） 室内水蒸気輸送の CFD 連成解析に関する検討,日本建築学会大会学術講
演梗概集

D-2

pp.403-404

208. 佐古井智紀,澤田章,都築和代,加藤信介,大岡龍三,朱晟偉,（2006）,衣服内の換気性状解明に関する研究(第 1 報)トレーサガス微量均一発生装置への多孔質チューブ利用に関する検討,日本建築学会大会学術講演梗概集

D-2

pp.469-470

209. 南百合子,大岡龍三,沢崎愼祐,都築和代,佐古井智紀,（2006）,屋外暑熱環境の温熱性評価に関する研究（その 3）代謝量を変化させた被験者実験結果と 2NM との比較,

95

日本建築学会大会学術講演梗概集

D-2

pp.481-482

210. 沢崎愼祐,大岡龍三,南百合子,都築和代,佐古井智紀,（2006）,屋外暑熱環境の温熱性評価に関する研究（その 4）発汗モデルに関する考察と修正方針の検討,日本建築学会大会学術講演梗概集

D-2

pp.483-484

211. 黄錫鎬,大岡龍三,南有鎭,（2006）,場所打ち杭を用いた地中熱利用空調システムの普及・実用化に関する研究（その 15）新しい地中熱採熱予測モデルと従来のモデルとの比較,日本建築学会大会学術講演梗概集

D-2

pp.683-684

212. 南有鎮,大岡龍三,黄錫鎬,（2006）,地盤・地下水条件を考慮した最適な地下水利用空調システム選定に関する研究（その 1）地下水流れ条件がシステム性能に及ぼす影響の検討,日本建築学会大会学術講演梗概集

D-2

pp.685-686

213. M.F.Bady,S.Kato,T.Takahashi,H.Huang,R.Ooka,（2006）,Study of the Effect ofWind Direction on the PFR inside an Urban

StreetCanyonthrough CFD

Simulation and Wind Tunnel Experiments,日本建築学会大会学術講演梗概集
D-2

pp.693-694

214. 挾間貴雅,加藤信介,大岡龍三,（2006）,建築環境工学分野における剥離剪断層の乱流性状に関する研究（その２） １開口換気に関する Detached-Eddy Simulation の適
D-2用,日本建築学会大会学術講演梗概集

pp.703-704

215. 河野良坪,加藤信介,大岡龍三,高橋岳生,岩瀬静雄,（2006）,片側開口建物の通風性状に関する研究（その 2）単一開口居室の換気性状と壁厚変化に関する風洞実験,日本
建築学会大会学術講演梗概集

D-2

pp.781-782

216. 岩瀬静雄,加藤信介,河野良坪,大岡龍三,高橋岳生,（2006）,横風時における片側開口
建物の通風性状に関する研究（その 3）風下開口に対する風上開口のクロスコンタ
ミネーションに関する検討,日本建築学会大会学術講演梗概集

D-2 pp.783-784

217. 竹内健一郎,吉田伸治,大橋えり,大岡龍三,（2006）,床面の被覆が紛体粒子の再飛散に与える影響 床面に堆積する粉体粒子の再飛散に関する研究その 1,日本建築学会大会学術講演梗概集D-2

pp.875-876

218. 大橋えり,吉田伸治,大岡龍三,宮沢博,（2006）,スギ花粉粒子の室内侵入率と室内落下
量分布の実態について,日本建築学会大会学術講演梗概集

D-2

pp.881-882

219. 弘瀬将光,村上周三,加藤信介,大岡龍三,徐長厚,阿部恵子,（2006）,建材における真菌
起源揮発性有機化合物（MVOC）の放散量の測定,日本建築学会大会学術講演梗概集
D-2

pp.895-896

220. 生田紀夫,加藤信介,大岡龍三,蔡耀賢,小金井真,川本光一,（2006）,非結露型次世代空調システムに関する研究（その 7）タブロータ方式を用いた場合の性能試算,日本建築学会大会学術講演梗概集

D-2 pp.993-994

221. 蔡耀賢,加藤信介,大岡龍三,小金井真,生田紀夫,川本光一,（2006）,非結露型次世代空調システムに関する研究（その 8）デシカント空調及び調湿用シリカゲルの併用に96

関する検討,日本建築学会大会学術講演梗概集

D-2

pp.995-996

222. 加藤信介,挾間貴雅,大岡龍三,（2006）,LES を用いた一開口通風換気時の空気流出入性状の解析,日本流体力学会 年会 2006

pp.1-4223. 挾間貴雅,加藤信介,大岡龍三,（2006）,一開口通風時の室内非等温流れ場予測に対する Detached-Eddy Simulation の適用に関する研究,日本流体力学会 年会 2006
pp.1-6224. 小野剛司,村上周三,大岡龍三,吉田伸治,（2006）,乱れの強さを考慮した人体の平均対流熱伝達率の予測式による屋外温熱環境評価－樹木がもたらす乱れの屋外温熱快適性への影響の検討－,日本建築学会関東支部研究報告集
225. 大岡龍三,（2006）,講座「地中熱利用ヒートポンプシステム」建物基礎杭を利用した地中熱空調システム,日本地熱学会誌,第 28 巻第 4 号,pp .431-439
226. 加藤佳孝，Raktipong SAHAMITMONGKOL，(2006)，AIT とタイのコンクリート
事情, コンクリート工学，Vol.44 No.6
227. 加藤佳孝，(2006)，第 4 回 USMCA 国際シンポジウム報告とシンガポールの交通・
都市システム，土木学会誌，Vol.31 No.3
228. Pakawat Sancharoen， Yoshitaka Kato， Taketo Uomoto，(2006)，Life cycle
repairing cost of RC structure deteriorated by salt attack based on probabilistic
model ， 10th East Asia-Pacific Conference on Structural Engineering &Construction (EASEC-10)
229. Pakawat Sancharoen， Yoshitaka Kato， Taketo Uomoto，(2006)，Effect of
uncertainties of prediction model on the maintenance program for concrete
structure ， 5th International Symposium on NEW TECHNOLOGIES FORURBAN SAFETY OF MEGA CITIES IN ASIA
230. Pakawat Sancharoen， Yoshitaka Kato， Taketo Uomoto，(2006)，Effect ofvariation of parameter used in the deterioration prediction model on the R&M
plan，2nd international conference of Asian Concrete Federation (ACF)
231. Raktipong SAHAMITMONGKOL，Yoshitaka KATO，Taketo UOMOTO，(2006)，
Effect of Mix Proportion and Cover Thickness on Electromagnetic Properties ofConcrete Measured by Radar Method，The second international conference of
Asian concrete federation
232. Raktipong SAHAMITMONGKOL，Yoshitaka KATO，Taketo UOMOTO，(2006)，
Measurement of Electromagnetic Properties of Concrete by Radar and Key
Influencing Factors，Proceedings of the 2nd Annual Concrete Conference， Thai
Concrete Association
233. Ominda NANAYAKKARA and Yoshitaka KATO，(2006)，Macro-cell Corrosion
Considering Chloride Contents Along the Reinforced Bar，5th International

97

Symposium on NEW TECHNOLOGIES FOR URBAN SAFETY OF MEGA
CITIES IN ASIA
234. Ominda NANAYAKKARA and Yoshitaka KATO，(2006)，Time Dependency of
Macro-cell Corrosion in Reinforced Concrete Member due to Material andEnvironmental Non-Homogeneity ， 2nd international conference of AsianConcrete Federation (ACF)
235. Yoshitaka Kato and Taketo Uomoto，(2006)，Modeling of Material Diffusivity inConcrete Considering with Heterogeneous Property of Concrete，Proceedings ofthe 2nd fib Congress
236. Raktipong SAHAMITMONGKOL，Hisashi KANADA， Yoshitaka KATO，Taketo
UOMOTO ， (2006) ， Development of New Method to Inspect Deteriorated
Concrete Using NIR Spectroscopic Technique, Research and Development
Journal of the Engineering Institute of Thailand
237. Raktipong SAHAMITMONGKOL，Hisashi KANADA， Yoshitaka KATO，Taketo
UOMOTO ， (2006) ， Development of Portable Energy Dispersive X-Ray
Fluorescence Analyzer for Concrete Inspection, Research and Development
Journal of the Engineering Institute of Thailand
238. 加藤佳孝，藤野学，(2006)，ニューラルネットワークによるかぶり品質変動の定量的評価，コンクリート工学論文集，Vol.18 No.1，pp.57-66
239. 伊藤正憲，加藤佳孝，魚本健人，(2006)，実環境を想定した断面修復材の寸法安定性に関する研究，土木学会第 61 回年次学術講演会講演概要集，pp.47-48
240. NANAYAKKARA Ominda Prasad ， Yoshitaka Kato ， (2006) ， EFFECT OF
ENVIRONMENTAL NON-HOMOGENEITY ON MACRO-CELL CORROSION
IN REINFORCED BAR，土木学会第 61 回年次学術講演会講演概要集，pp.499-500
241. 松林裕二，元売正美，伊藤正憲，加藤佳孝，魚本健人，(2006)，断面修復材中の鉄筋の腐食進行に関する実験，土木学会第 61 回年次学術講演会講演概要 集 ，pp.581-582
242. 小根澤淳志，加藤佳孝，魚本健人，(2006)，赤外線法を用いたコンクリートの物質
拡散係数推測手法の開発に関する基礎的研究―中性化速度係数の推測―，土木学会第 61 回年次学術講演会講演概要集，pp.1115-1116
243. 伊藤正憲，加藤佳孝，魚本健人，(2006)，各種環境条件下におけるポリマーセメン
ト 系 断 面 修 復 材 の 性 能 評 価 ， コ ン ク リ ー ト 工 学 年 次 論 文 集 Vol.28 ， No.1 ，pp.1757-1762
244. 小根澤淳志，加藤佳孝，魚本健人，(2006)，コンクリートの熱特性を活用した塩化物イオン拡散係数推定に関する基礎的研究，コンクリート工学年次論文集，Vol.28
No.1，pp.1913-1918

98

245. 恒国光義，加藤佳孝，魚本健人，(2006)，既設 PC 桁の構造劣化診断に関する検討，
コンクリート工学年次論文集，Vol.28 No.1，pp.1967-1972
246. 西村次男，佐藤雅義，加藤佳孝，岸利治，魚本健人，小田部裕一，田中泰司，(2006)，
アルカリ骨材反応による RC 構造物の鉄筋破断に関する基礎的研究，生産研究，
Vol58 No.3，pp.53-56
247. 恒国光義，加藤佳孝，魚本健人，(2006)，既設プレストレスコンクリート道路橋の構造劣化診断，生産研究，Vol58 No.3，pp.57-60，
248. Raktipong

SAHAMITMONGKOL，

Yoshitaka

KATO

Somnuk，TANGTERMSIRIKUL，Taketo UOMOTO，(2006)，Preliminary Inspection of
Traffic Bridges with Short Span in Bangkok Metropolitan Area，生産研究，Vol58
No.3，pp.61-64
249. 伊藤正憲，加藤佳孝，魚本健人，(2006)，各種環境下におけるポリマーセメント系
断面修復材の性能評価，生産研究，Vol58 No.3，pp.65-68
250. 石関嘉一，伊藤学，戸田勝哉，宇野洋志城，榊原弘幸，星野富夫，加藤佳孝，魚本健人，(2006)，各種要因が補修した鉄筋コンクリート構造物の劣化に及ぼす影響に関する研究(8) ―電気化学的測定― 生産研究，Vol58 No.3，pp.69-72

251. Pakawat SANCHAROEN ， Yoshitaka KATO ， Taketo UOMOTO ， (2006) ，Probabilistic model for repairing time of RC structure deteriorated by salt attack，
生産研究，Vol58 No.3， pp.85-88
252. 竹下直樹，加藤佳孝，(2006)，気象条件を考慮した流体解析に基づくコンクリート
構造物への水分付着に関する研究，生産研究，Vol58 No.3，

pp.89-92

253. 竹下直樹，奈良徹，加藤佳孝，(2006)，景観性能を考慮した既設コンクリート構造
物の補修設計の確立(3)―コンクリートに煤塵を添加することによるその色の変化の基礎的研究―，生産研究，Vol58 No.3，pp.93-96
254. 石川幸広，金田尚志，加藤佳孝，魚本健人，(2006)，近赤外分光法を用いたコンク
リート中の塩分量の定量法の開発，生産研究 Vol58 No.3，pp.101-104
255. 小根澤淳志，加藤佳孝，魚本健人，(2006)，コンクリートの熱特性を活用した既設構造物の品質評価に関する研究(5)―塩化物イオン拡散係数の推定(2)―，生産研究，Vol5 No.3，pp.105-108
256. 藤野学，加藤佳孝，(2006)，ニューラルネットワークによるかぶり品質変動の定量的評価，生産研究，Vol58 No.3，pp.113-116
257. Ominda

NANAYAKKARA and Yoshitaka

Kato ， (2006) ， Effect ofEnvironmental Non-homogeneity by Chloride ions on Macro-cell Corrosion in
Reinforcement bar，生産研究，Vol58 No.3，pp.117-120
258. 大岡龍三，安岡善文，須崎純一，遠藤貴宏，川本陽一，中井秀信，中嶋まどか，瀬戸島政博，船橋学，岡田敬一，(2006),

持続可能な都市形成のための都市環境総合99

評価指標の提案: 生産研究， 58 (3) ，328-331.
259. Hata,T., Kurisu,F., Yagi,O., Mori,H., Kuwano,R. and Kohashi,H (2006) “Development of an
In-Situ Biodegradation Technology by Using Anaerobic Microorganisms for SedimentContaminated with Dioxins”, Journal of ASTM International , May 2006, Vol.3, No5, Paper
ID JAI13322, presented at The 3rd International Symposium on Comtaminated Sediments,
ISCS2006.
260. Hata,T., Kuwano,R. and Kikuchi,Y. (2006), “Characterization of the Microorganism
Mobility in In-Situ Bioremediation Technology by Using Micro-focus X-ray CT Scanner”,
2nd International Workshop on X-Ray CT for Geomaterials, GeoX2006, pp.333-339.
261. Mukunoki, T., Otani, J., Nonaka, S., Horii, T. and Kuwano R. (2006), “Evaluation of Cavity
Generation in Soils subjected to Sewerage Defects using X-ray CT”, 2nd International
Workshop on X-Ray CT for Geomaterials, GeoX2006, pp.365-371.
262. Kuwano, R., Horii, T., Kohashi, H. and Yamauchi, K. (2006), “Defects of Sewer Pipes
Causing Cave-in's in the Road”, Proc. 5th International symposium on new technologies forurban safety of mega cities in Asia, USMCA, Phuket, November 2007.
263. 桑野玲子、堀井俊孝、小橋秀俊（2006）、“土砂流出に伴う地盤内空洞及びゆるみの評価”、第 41 回地盤工学研究発表会、鹿児島、2006 年 7 月、論文 No.893
264. 野中茂、椋木俊文、大谷順、堀井俊孝、桑野玲子（2006）、“X 線 CT を用いた破損形状の違いによる管渠周辺地盤のゆるみ領域の評価”、第 41 回地盤工学研究発表会、
鹿児島、2006 年 7 月、論文 No.901
265. 桑野玲子、堀井俊孝、小橋秀俊、片野定男（2006）、“レキ混じり砂地盤からの土砂流出による空洞形成過程”、第 41 回地盤工学研究発表会、鹿児島、2006 年 7 月、論文 No.966
266. 畠俊郎、桑野玲子、菊池喜昭（2006）、“Ｘ線ＣＴを用いた地盤内における微生物挙動の可視化に関する研究”、第 41 回地盤工学研究発表会、鹿児島、2006 年 7 月、論文 No.1162
267. Endo, T., Nawamura, T., Taguchi, H., Setojima, M., Katsura, T., and Yasuoka Y.,(2006), A STUDY ON ESTIMATION OF BIOPHYSICAL PARAMETERS OF
INDIVISUAL TREE STANDS DERIVED FROM LiDAR DATA AND DIGITAL
MATRIX CAMERA IMAGE:

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268. Taguchi, H., Endo, T., Setojima, M. and Yasuoka. Y., (2006),

A New Method forIndividual Tree Detection Using Airborne LiDAR Pulse Data: Proceedings of
27th Asian Conference on Remote Sensing, 8-13 October 2006, Ulanbator Mongol, CD-ROM.
269. Potithep, S., Yasuoka, Y., Endo, T., and Baruah, P.J., (2006), GROSS PRIMARY

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3-PG MODEL COMPARING WITH MODIS IMAGE: Proceedings of 27th Asian
Conference on Remote Sensing, 8-13 October 2006, Ulanbator - Mongol,
CD-ROM.
270. Nawamura, T., Endo, T., Yasuoka, Y., and Setojima, M., (2006), A study on
estimation of bio-physical parameters of individual tree stands derived from
LIDAR data and digital matrix camera image: Proceedings of the 27th Asian
Conference on Remote Sensing and International Symposium on Remote
Sensing. CD-ROM.
271. 縄村達矢，遠藤貴宏，寺岡正樹，安岡善文, (2006),

森林域において航空機搭載レーザスキャナを用いて単木抽出する際のデータ前処理: 第 15 回

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272. 山地毅彦，酒井徹，竹内渉，遠藤貴宏，安岡善文，中井裕一郎，三枝信子，秋山

侃，

安岡善文，(2006),

MODIS を用いた生態系純生産量の推定および同一植生帯における比較: 第 15 回

生研フォーラム論文集，138-141.

273. Baruah, P. J.，安岡善文，伊藤昭彦，酒井徹，遠藤貴宏，安岡善文， (2006),
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ecosystem model SImCYCLE. 第 15 回

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274. 河合雅己，船橋学，今井靖晃，瀬戸島政博，遠藤貴宏，安岡善文，(2006),

航空機

レーザの透過率を用いた樹木本数に関する検討: 日本写真測量学会平成 18 年度年次
学術講演会発表論文集，129-132.
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technology for disaster monitoring and assessment: proceedings of the fifthinternational symposium on new technologies for urban safety of mega cities inasia, 2006
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277. Niu Shulian and Junichi Susaki, “Detection of agricultural drought in paddy
fields using NDVI from MODIS data: A case study in Burirum Province,
Thailand”, Proceedings of International Geoscience and Remote Sensing
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278. Juthasinee Thanyapraneedkul and Junichi Susaki, “Estimation of forest
plantation productivity using a physiologically based model driven withmeteorological data and satellite-derived estimates of canopy photosynthetic
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279. Thilantha L. Dammalage, Lal Samarakoon, and Junichi Susaki, “Application
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280. Thilantha L. Dammalage, Lal Samarakoon, Junichi Susaki, Panithan
Srinuandee, and Teerasak Srisahakit, “Potential accuracy and practical benefitsof NTRIP protocol over conventional RTK and DGPS observation methods”,
Proceedings of the 5th Annual International Conference of Map Asia 2006,
Bangkok, Thailand, September 2006
281. Junichi Susaki, Juthasinee Thanyapraneedkul, Lal Samarakoon and Yoshifumi
Yasuoka, “Analysis on temporal change of soil moisture with SAR images for
agricultural drought monitoring in northeastern part of Thailand”, Proceedingsof the 27th Asian Conference on Remote Sensing (ACRS), Oct, 2006
282. Junichi Susaki, Juthasinee Thanyapraneedkul, Lal Samarakoon and Yoshifumi
Yasuoka, “Estimation of soil moisture by active microwave remote sensing and
IEM model for drought monitoring: A case study of Buri Rum province,
Thailand”,

Proceedings

of

the

5th

International

SymposiumonNew

Technologies for Urban Safety of Mega Cities in Asia (USMCA2006), Nov, 2006
283. Thilantha L. Dammalage, Lal Samarakoon, and Junichi Susaki, “Accuracy
Enhancement of Low-Cost GPS Receiver Observations via Internet DGPS”,
Proceedings of the 5th International Symposium on New Technologies for urban
safety of mega cities in Asia (USMCA2006), Nov, 2006
284. 須崎純一・Juthasinee Thanyapraneedkul・安岡善文，「タイ王国 Huai Kha Khaeng
野生生物保護区における森林火災の¥¥衛星画像解析，第 15 回生研フォーラム「宇宙からの地球環境モニタリング」（於東京大学生産技術研究所）, pp.157-160, 2006
285. Niu Shulian and Junichi Susaki, “Detection of Agricultural Drought in Paddy
Fields using NDVI from MODIS Data: A Case Study in Burirum Province,
Thailand” , 第 15 回生研フォーラム「宇宙からの地球環境モニタリング」（於東京大学生産技術研究所）, pp.94-97, 2006
286. Juthasinee Thanyapraneedkul and Junichi Susaki, “Estimation of Forest
Plantation Productivity Using a Physiologically Based Model Driven withMeteorological Data and Satellite-derived Estimates of Canopy Photosynthetic
Capacity” , 第 15 回生研フォーラム「宇宙からの地球環境モニタリング」（於東京大
学生産技術研究所）, pp.1-4, 2006
287. Juthasinee Thanyapraneedkul and Junichi Susaki, “Estimation of forest
plantation productivity using a physiologically based model driven with102

meteorological data and satellite-derived estimates of canopy photosynthetic
capacity”, 生産研究, vol.58, no.3, pp.339-342, 2006
288. 岩永陽，桑原雅夫，田中伸治：高速道路における路肩を用いた動的な付加車線運用に関する研究，第 5 回 ITS シンポジウム 2006 論文集，pp217-222，2006.12
289. 織田利彦，田中伸治，須田義大，山口大助：ジレンマゾーン実験でのドライビング
シミュレータの活用，第 5 回 ITS シンポジウム 2006 論文集，pp341-346，2006.12
290. 浅野美帆，桑原雅夫，田中伸治：混雑時におけるミクロ歩行者流動モデルの構築，
第 5 回 ITS シンポジウム 2006 論文集，pp419-424，2006.12
291. Shinji TANAKA , Masao KUWAHARA, Yoshihiro SUDA：EVALUATION OF
ON-STREET PARKING SCHEME USING VIRTUAL REALITY TRAFFIC
EXPERIMENT SYSTEM ， 11th Meeting of the EURO Working Group on
Transportation "Advances in Traffic and Transportation Systems Analysis”，
pp262-268，2006.9
292. Shinji TANAKA, Masao KUWAHARA, Yoshihiro SUDA, Ken HONDA,
Tomoyoshi SHIRAISHI, Masaaki ONUKI, Makoto KANO：Safety Evaluation of
On-street Parking Scheme Using Virtual Reality Traffic Experiment System，13th ITS World Congress，2006.10
293. 田中伸治, 桑原雅夫, 白石智良：路上駐車による交通流への影響を考慮したシミュレ
ーションモデルの開発，第 33 回土木計画学研究発表会・講演集，CD-ROM，2006.6
294. 織田利彦，須田義大，田中伸治，山口大助：ドライビングシミュレータを用いたジレンマゾーン走行時におけるドライバーの停止挙動解析，電気学会 交通・電気鉄道
ITS 合同研究会，pp7-14，2006.11
295. 須田義大，織田利彦，田中伸治，山口大助：ジレンマゾーン実験におけるドライビ
ングシミュレータの活用，日本機会学会 第 15 回交通物流部門大会，2006.12
296. 金田尚志，石川幸宏，魚本健人(2006), ファイバセンサ型近赤外分光分析計によるコンクリートの分析, 生産研究, 第 58 巻 第 3 号 pp. 97-100
297. 金田尚志(2006), 第 4 回アジア地域の巨大都市における安全性向上のため新技術に関する国際シンポジウム, コンクリート工学, Vol.44，No.3 pp.73-75
298. Tae-Ho Ahn ， Hisashi Kanada ， Taketo Uomoto,(2006), Application of
Near-Infrared Spectroscopy for Inspection of Concrete,Journal of the Korea
Concrete Institute,Vol.18，No.3
299. 金田尚志，石川幸宏，魚本健人(2006), 近赤外分光イメージングによるコンクリー
トの分析,コンクリート工学,Vol.44，No.4 pp.26-32
300. 金田尚志，石川幸宏，魚本健人,(2006), エネルギー分散型ポータブル蛍光 X 線分析
装 置 に よ る コ ン ク リ ー ト の オ ン サ イ ト 分 析 , コ ン ク リ ー ト 工 学 ,Vol.44 ， No.6
pp.16-23103301. 金田尚志(2006), コンクリート構造物の評価に関するワークショップ バングラデ
シュ工科大学，14-15 Jun. 2006,コンクリート工学,Vol.44，No.10 pp.71-72
302. Hisashi

Kanada，Hiroyuki Tokyokawa，Taketo Uomoto,(2006), Radiography ofReinforced Concrete Structures Using Compton Backscattered Laser Photons
Beam,The Second International Conference of Asian Concrete Federation，
2006,pp. 126-134
303. Hisashi

Kanada，Hiroyuki Tokyokawa，Taketo Uomoto(2006), Application ofCompton Backscattered Laser Photons Beam for Radiography of Concrete, Fifth
International Symposium on New Technologies for Urban Safety of Mega Cities
in Asia, pp. 377-386
304. Hisashi

Kanada ， Ahn Tae Ho ， Taketo Uomoto(2006), Non-destructive

Inspection Methods for Componential Analysis of Concrete, Proceedings of the
Korea Concrete Institute, Vol.18，No.2 pp. 933-936
305. Hisashi Kanada，Yukihiro Ishikawa，Taketo Uomoto(2006), Measurement of
Chloride Content in Concrete Using Near-Infrared Spectroscopy and X-ray
Fluorescence Analysis, 6th International Symposium on NDT in Civil
Engineering, pp. 340-348
306. Hisashi Kanada，Yukihiro Ishikawa，Taketo Uomoto(2006), On-site Elemental
Analysis of Concrete by Portable Energy Dispersive X-ray Fluorescence Analyzer,
The Tenth East Asia-Pacific Conference on Structural Engineering andConstruction Materials， Experimentation， Maintenance and Rehabilitation,pp.
279-284307. 金田尚志，佐藤登，船越博行，魚本健人(2006), ポータブル型蛍光 X 線分析装置によるコンクリートの塩化物量の測定, 土木学会年次学術講演会講演概要集第 5 部,
Vol.61 pp. 993-994
308. 金田尚志，石川幸宏，魚本健人(2006), ポータブル型蛍光 X 線分析装置のコンクリート検査への適用性,シンポジウム コンクリート構造物への非破壊検査の展開 論
文集, Vol.2 pp. 315-324
309. 金田尚志，石川幸宏，魚本健人(2006), ポータブル型蛍光 X 線分析装置を用いたコンクリートの分析,コンクリート工学年次論文報告集, Vol.28，No.1 pp. 1793-1798

104

2007 年
1. 目黒公郎,(2007), イメージという武器をもて，特集：地震情報と震災対策, 土木施工,
Vol.48, No.1, pp.2-7
2. 目黒公郎,吉村美保,伊東大輔,佐藤芳仁,(2007), 市販の家具転倒防止装置の効果に関する実験・数値解析的検証, 日本地震工学論文集, Vol.7, No.4
3. 吉村美保,中島奈緒美,目黒公郎,(2007), 人口減少社会における活断層近傍での土地利用誘導策に関する研究, 土木学会地震工学論文集, CD-ROM
4. 近藤伸也,目黒公郎,蛭間芳樹,(2007), 新潟県中越地震における新潟県の災害対応記録の分析, 土木学会地震工学委員会, 12-0016
5. 秦康範, 小玉乃理子，鈴木猛康，末冨岩雄，目黒公郎,(2007), 走行車情報を用いた災
害時道路情報共有化に関する研究, 土木学会地震工学論文集, Vol.29, pp.801-809(CD-ROM)
6. 秦康範，末冨岩雄，鈴木猛康，目黒公郎,(2007), ライフライン情報の共有システムの開発と実証実験による検証,土木学会地震工学論文集, Vol.29, pp.791-800(CD-ROM)
7. 目黒公郎，秦康範，大島弘義，小檜山雅之，近藤伸也，佐伯光昭，庄司学，久田嘉章，
吉村美保,(2007), 地震防災関連学会の提言とそれが社会に及ぼした影響の定量的評
価,土木学会地震工学論文集, Vol.29, pp.824-833(CD-ROM)
8. 目黒公郎，秦康範，大島弘義，小檜山雅之，近藤伸也，佐伯光昭，庄司学，久田嘉章，
吉村美保,(2007), 地震防災性向上に資する提言のあり方に関する一考察, 土木学会
地震工学論文集, Vol.29, pp.834-841(CD-ROM)
9. 高橋郁夫，吉村美保,(2007), 災害対応を円滑に進めるための災害情報活用のあり方についての一考察, 地域安全学会論文集, pp.85-94
10. 加藤信介,挾間貴雅,大岡龍三,（2007）,LES を用いた一開口通風換気時の流出入特性の解析,生産研究 59 巻 1 号

pp.5-11

11. 挾間貴雅,加藤信介,大岡龍三,（2007）,一開口通風時の室内非等温流れ場予測に対するDetached-Eddy Simulation の適用に関する検討

生産研究 59 巻 1 号

pp.12-15

12. 小川華奈,遠藤貴宏,川本陽一,大岡龍三,安岡善文,（2007）,リモートセンシングデータとモデルの結合によるヒートアイランド現象の評価,生産研究 59 巻 3 号
13. 大岡龍三,風工学ハンドブック,（2007）

pp.264-266, pp.277-279

pp.325-328

朝倉書店

14. 河野良坪,加藤信介,大岡龍三,高橋岳生,（2007）,横風時における単一開口換気の特性に関する実験的研究 片壁面上のみに開口を有する居室の換気性状に関する研究（その１),
日本建築学会環境系論文集 No.611

pp.29-36

15. 河野良坪,加藤信介,大岡龍三,高橋岳生,（2007）

風下開口に対する風上開口のクロス

コンタミネーションに関する検討 片壁面上のみに開口を有する居室の換気性状に関する研究（その２), （2007）,日本建築学会環境系論文集,No.616

pp.45-50

105

16. 挾間貴雅,加藤信介,大岡龍三,LES を用いた単一開口を有する系における空気流出入特性の基礎的検討

単一開口における空気流出入メカニズムの解明

日本建築学会環境系論文集

No.617

その１ （2007）,

pp.17-24

17. 挾間貴雅,加藤信介,大岡龍三,（2007）,通風換気性状予測に対する Detached-eddy
simulation の適用に関する検討

No.617

日本建築学会環境系論文集

pp.39-46

18. Hong Huang,Ryozo Ooka,Shinsuke Kato,Yoshihiko Hayashi,2007,A Numerical Study ofFirebrands Scattering in Urban Fire Based on CFD and Firebrands Aerodynamics
Measurements,Journal of Fire Sciences Volume 25, No. 4

pp.355-378

19. 張先権,加藤信介,石田義洋,黄弘,大岡龍三,ト震,（2007）,地上建物の影響を無視した乱流シミュレーションによる換気効率指標 VF と PFR の解析の換気性能に関する基礎的研究

第１報

地下居室に付属する空堀

日本建築学会環境系論文集

pp.53-60

20. 佐古井智紀,都築和代,加藤信介,大岡龍三,宋斗三,朱晟偉 （2007） 不均一温熱環境の評価法に関する研究

第 3 報―局所皮膚温と局所乾性放熱量による椅座時の熱的快適性表現式,空気調和・衛生工学会学論文集

No.126

pp.1-1021. 蔡耀賢,加藤信介,大岡龍三,小金井真,生田紀夫,川本光一,（2007）,非結露型次世代空調システムに関する研究
学論文集,No.126

第 3 報―加湿・暖房運転時の性能検討

空気調和・衛生工学会

pp.11-18

22. 駒村和彦,大岡龍三,（2007）,遺伝的アルゴリズムを用いた都市・建築設備のエネルギーシステム最適設計手法の開発,日本建築学会環境系論文集,No.620 pp.43-50
23. Tomonori Sakoi,Kazuyo Tsuzuki,Shinsuke Kato,Ryozo Ooka,Doosam Song,Shengwei Zhu,
（2007）,Thermal comfort, skin temperature distribution, and sensible heat loss distribution in
the sitting posture in various asymmetric radiant fields,Building and Environment,Volume 42,
Issue 12
24. K. Sekine,R. Ooka,S. Hwang,Y. Nam,Y. Shiba,Development of a Ground-Source Heat Pump
System with Ground Heat Exchanger Utilizing the Cast-in Place Concrete Pile Foundations of
Buildings,（2007）,2007 ASHRAE Winter Meeting,DA-07-061,pp.1-9
25. Kazuhiko Komamura,Ryozo Ooka,（2007）,OPTIMAL DESIGN METHOD FOR BUILDINGS& URBAN ENERGY SYSTEMS USING GENETIC ALGORITHMS ,The AGS Annual
Meeting 2007
26. Ryozo Ooka,Kazuhiko Komamura,（2007）,Optimal Design Method for Building & Urban
Energy System Using Genetic Algorithms,CLIMA2007
27. Zhu S,Kato S,Ooka R,Sakoi T,Tsuzuki K ,（2007）,Coupled simulation method of convection,
radiation, moisture transport and Sakoi's Human thermal physiological model to simulate heatexchange from a person seated in a uniform environment,ROOMVENT2007,pp.73
28. Yujin Nam,Ryozo Ooka,Suckho Hwang,Kentaro Sekine,（2007）,Development of a Numerical
Model to Predict Heat Extraction and Injection Rates of a Ground Heat Exchanger and its

106

application to building in Tokyo,International Conference on Sustainable Building
Asia,pp.227-232
29. JaeOck

Yoon,Hong

Chen,Ryozo

Ooka,Shinsuke

Kato,Chun-Ming

Hsieh,Ryoichi

Ishizaki,Kiyoshi Miisho,Ryuichi Kudoh,（2007） Design of the Outdoor Thermal Environment
for a Sustainable Riverside Housing Complex using a Coupled Simulation of CFD andRadiation Transfer,International Conference on Sustainable Building Asia,pp.477-482
30. Y. Shiba,R. Ooka,K. Sekine,（2007）,Development of a High-Performance Water-to-Water Heat
Pump for Ground-Source Application,ASHRAE 2007 Annual Meeting,LB-07-029 pp.1-10
31. Hong Chen,Ryozo Ooka,Hong Huang,Madoka Nakashima,（2007）,Study on the Impact of
Buildings on the Outdoor Thermal Environment Based on a Coupled Simulation of Convection,
Radiation, and Conduction,ASHRAE 2007 Annual Meeting,LB-07-050 pp.1-8
32. Mohamed M. Hefny,Ryozo Ooka,（2007）,The Influence of Grid System and Resolution on the
LES Predictions of Flow around Single Building,Twelfth International Conference on Wind
Engineering (ICWE12) pp.568-574
33. Ryozo Ooka,Takeaki Watanabe,Takeo Takahashi,Shinsuke Kato,（2007）,Heat and Momentum
Flux Properties in the Urban Boundary Layer -Wind Tunnel Experiments and Numerical
Simulations-,Twelfth International Conference on Wind Engineering (ICWE12),pp.1392-1398
34. Ryozo Ooka,Kazuhiko Komamura,（2007）,Optimal Design Method for Buildings & Urban
Energy Systems Using Genetic Algorithms,Building Simulation 2007, 10th International
Building Performance Simulation Association Conference and Exhibition,pp.523-528
35. JaeOck

Yoon,Chun-Ming

Hsieh,Hong

Chen,Ryozo

Ooka,Shinsuke

Kato,Ryoichi

Ishizaki,Kiyoshi Miisho,Ryuichi Kudoh,（2007）,Numerical Simulation of Outdoor Thermal
Environment for a Sustainable Lake Town,Building Simulation 2007, 10th International
Building Performance Simulation Association Conference and Exhibition pp.1083-1089
36. Takashi Tsuchiya,Ryozo Ooka,Hong Chen,Hong Huang,（2007）,Study on the Effects of Various
Relaxation Meadsures for outdoor Thermal Environment in the Different Present Urban Blocks
using Coupled Simulation of Convection, Radiation and Conduction,The Seventh Symposiumon the Urban Environment, American Meteorological Society (7Urban, AMS),P.1.7,pp.1-7
37. Hong Huang,R. Ooka,M. Khiem,H. Hayami,（2007）,Numerical Simulation of Air Pollution
over Kanto area in Japan using the MM5/CMAQ Model -Comparison of Air Pollution
Concentration between two different climatic days,The Seventh Symposium on the Urban
Environment, American Meteorological Society (7Urban, AMS),P.14.4 pp.1-8
38. Y. Tsay,S. Kato,R. Ooka,M. Koganei,K. Nishida,N. Shoda,K. Kawamoto,（2007）,Performance
Analysis of the CO<sub>2</sub> Heat Pump-Combined Desiccant Air-Conditioning Systems
Applied to Dedicated Outdoor Air Systems,The Sixth International Conference on Indoor Air
Quality, Ventilation & Energy Conservation in Buildings (IAQVEC2007),pp.93-100

10739. W. Cho,S. Kato,R. Ooka,Y.S. Tsay,M. Koganei,N. Shoda,K. Kawamoto,（2007）,Study on
Dehumidification Performance of Fam-Z Rotor,The Sixth International Conference on Indoor
Air Quality, Ventilation & Energy Conservation in Buildings (IAQVEC2007)
40. Y. Nam,R. Ooka,S. Hwang,（2007）,STUDY ON OPTIMIZATION OF DESIGN AND
OPERATION FOR GROUNDWATER HEAT PUMP SYSTEM BASED ON REAL-SCALE
EXPERIMENT AND NUMERICAL SIMULATION,The Sixth International Conference on
IndoorAir

Quality,

Ventilation&

EnergyConservationin

Buildings(IAQVEC2007),pp.425-430
41. R. Ooka,K. Komamura,（2007）,Optimal Design Method for Buildings & Urban Energy
Systems Using Genetic Algorithms,The Sixth International Conference on Indoor Air Quality,
Ventilation & Energy Conservation in Buildings (IAQVEC2007),pp.661-668
42. C. M. Hsieh,R. Ooka,J. Yoon,H. Chen,S. Kato,K. Miisho,（2007）,Improvement of Thermal
Environment by Building Arrangement in the Riverside Townhouses,The Sixth International
Conference on Indoor Air Quality, Ventilation & Energy Conservation in Buildings(IAQVEC2007)
43. R. Ooka,T. Sato,S. Murakami,（2007）,Analysis of Regional Characteristics of the Atmospheric
Heat Balance in the Tokyo Metropolitan Area in Summer,The Sixth International ConferenceonIndoorAir

Quality,

Ventilation&

EnergyConservationin

Buildings(IAQVEC2007),�,pp.467-480
44. R. Ooka,（2007）,Recent development of assessment tools for urban climate and heat-island
investigation especially based on experiences in Japan,International Journal of Climatology27,
Royal Meteorological Society,pp.1919-1930
45. Yaw-Shyan Tsay,Ryozo Ooka,Shinsuke Kato,（2007）,Study on the Prediction of Indoor
Humidity Distribution with Coupling Simulation of CFD and Vapor Diffusion Analysis throughBuilding Materials,International Conference of Sustainable Building 2007 Taipei
46. Ryozo Ooka,Yoichi Kawamoto,Kimiro Meguro,Miho Ohara,（2007）,Numerical Prediction ofWind Field under Large Scale Urban Fire in Tokyo Area,6th International Symposium on New
Technologies for Urban Safety of Mega Cities in Asia (USMCA 2007)
47. Hong

Huang,Ryozo

Ooka,Naian

Liu,Linhe

Zhang,ZhihuaDeng,Shinsuke

Kato,（ 2007 ） ,Experimental Study of Fire Propagation in a Compartment with Different
Approaching Wind Conditions,6th International Symposium on New Technologies for Urban
Safety of Mega Cities in Asia (USMCA 2007)
48. M.V. Khiem,H. Hayami,H. Huang,R. Ooka,（2007）,Numerical Simulation of Atmospheric
Pollution over Kanto area using the MM5/CMAQ Model "Simulation of Ozone Concentration
between Two Different Weather Days",6th International Symposium on New Technologies for
Urban Safety of Mega Cities in Asia (USMCA 2007)108

49. 趙旺熙,加藤信介,大岡龍三,蔡耀賢,小金井真,生田紀夫,川本光一,（2007）,非結露型次世
代空調システムに関する研究－FAM－Z ローターの除湿性能に関する検討－,日本建築学会関東支部研究報告集
50. 南有鎮,大岡龍三,黄錫鎬,（2007）,地下水利用空調システムの冷暖房実証実験,第 41 回
空気調和・冷凍連合講演会
51. 趙旺熙,加藤信介,大岡龍三,蔡耀賢,小金井真,生田紀夫,川本光一,（2007）,真夏の外気条件における FAM-Z ローターの除湿能性評価に関する研究,第 41 回空気調和・冷凍連合講演会
52. 佐藤治彦,村上周三,大岡龍三,川本陽一,長沼慶幸,（2007）,海風による冷熱と温熱の輸送
が屋外温熱環境に及ぼす影響に関する研究,日本流体力学会誌「ながれ」26 巻別冊
本流体力学会年会 2007日

pp.11253. 黄弘,大岡龍三,加藤信介,劉乃安,張林鶴,鄧志華,（2007）,火災風洞を用いた有風下における区画火災燃焼性状測定,日本流体力学会誌「ながれ」26 巻別冊

日本流体力学会年

会 2007,pp.118
54. マイヒィム,大岡龍三,黄弘,速水洋,（2007）,MM5/CMAQ モデルを用いた関東地方における大気汚染の数値解析:都市気候変化が大気汚染に与える影響,日本流体力学会誌「ながれ」26 巻別冊
55. ヘフニー

日本流体力学会年会 2007,pp.119

モハマド,大岡龍三,（2007）,単体建物周辺流れ場の LES 解析：構造格子と非構造格子による打ち切り誤差の評価,日本流体力学会誌「ながれ」26 巻別冊
体力学会年会 2007

日本流

pp.18456. 黄弘,大岡龍三,加藤信介,劉乃安,張林鶴,テイ志華,（2007）,有風下における区画火災燃
焼性状に関する火災風洞実験,日本建築学会大会学術講演梗概集

A-2

pp.167-168

57. 佐藤治彦,村上周三,大岡龍三,川本陽一,長沼慶幸,（2007）,海風が屋外温熱環境に及ぼす影響に関する研究(その 2) 冷熱と温熱の輸送性能に関する評価手法の開発,日本建築学会大会学術講演梗概集

D-1

pp.735-736

58. 大岡龍三,渡辺壮亮,高橋岳生,加藤信介,（2007）,都市境界層流中の運動量・熱フラック
スの性状（その 3）熱線と冷線による温度成層流の計測,日本建築学会大会学術講演梗
概集

D-1 pp.737-738

59. 渡辺壮亮,大岡龍三,加藤信介,高橋岳生,（2007）,都市境界層流中の運動量・熱フラック
スの性状（その 4）風洞実験と CFD の比較,日本建築学会大会学術講演梗概集

D-1

pp.739-740
60. 佐々木澄,大岡龍三,黄弘,川本陽一,山中徹,土屋直也,飯塚悟,浦野明,大塚清敏,富塚孝之,（2007）,都市気候解析のための MM5 におけるパラメタリゼーションの相互比較（その 1）解析概要と気象条件,日本建築学会大会学術講演梗概集

D-1

pp.783-784

61. 川本陽一,大岡龍三,黄弘,佐々木澄,山中徹,土屋直也,飯塚悟,浦野明,大塚清敏,富塚孝之,（2007）,都市気候解析のための MM5 におけるパラメタリゼーションの相互比較（そ109の 2）惑星境界層スキームの差異,及び 4 次元同化の影響の検討,日本建築学会大会学術
講演梗概集,D-1

pp.783-784

62. 山中徹,大岡龍三,黄弘,佐々木澄,川本陽一,土屋直也,飯塚悟,浦野明,大塚清敏,富塚孝之,（2007）,都市気候解析のための MM5 におけるパラメタリゼーションの相互比較（その 3）積雲パラメタリゼーションおよび水蒸気スキームの比較,日本建築学会大会学術
講演梗概集

D-1

pp.785-786

63. 土屋直也,大岡龍三,黄弘,川本陽一,佐々木澄,山中徹,飯塚悟,浦野明,大塚清敏,富塚孝之,（2007）,都市気候解析のための MM5 におけるパラメタリゼーションの相互比較（その 4）大気放射スキームの差異の影響,日本建築学会大会学術講演梗概集

D-1

pp.787-788
64. マイヒィム,大岡龍三,黄弘,速水洋,（2007）,Numerical Simulation of Atmospheric Pollution
over Kanto area using the MM5/CMAQ Model Part I:Computation of Atmospheric Pollution
日本建築学会大会学術講演梗概集

Concentration between two different climatic days
D-1

pp.789-790

65. 陳宏,大岡龍三,土屋貴史,黄弘,（2007）,放射・対流連成シミュレーションを用いた実在街区を対象とした屋外温熱環境緩和対策に関する研究(その 1)大手町地区における屋外
D-1 pp.805-806

温熱環境の解析,日本建築学会大会学術講演梗概集

66. 土屋貴史,大岡龍三,陳宏,黄弘,（2007）,放射・対流連成シミュレーションを用いた実在街区を対象とした屋外温熱環境緩和対策に関する研究(その 2)京橋地区における屋外温D-1

熱環境の解析,日本建築学会大会学術講演梗概集

pp.807-808

67. 趙旺熙,加藤信介,大岡龍三,蔡耀賢,小金井真,生田紀夫,川本光一,（2007）,デシカント空調システムにおける機能性吸着材ローターの性能評価に関する研究（その１）実機による除湿性能検証実験,日本建築学会大会学術講演梗概集

D-2

pp.313-314

68. 南百合子,大岡龍三,沢崎愼祐,都築和代,佐古井智紀,（2007）,屋外暑熱環境の温熱性評価に関する研究（その 5）2 Node model における発汗モデルの改良と暑熱環境安全性評
D-2価への適用,日本建築学会大会学術講演梗概集

pp.489-490

69. 南有鎮,大岡龍三,黄錫鎬,（2007）,地盤・地下水条件を考慮した最適な地下水利用空調
システム選定に関する研究（その 3）冷暖房性能実験による性能評価及び数値解析との比較検討,日本建築学会大会学術講演梗概集

D-2

pp.593-594

70. 関根賢太郎,大岡龍三,黄錫鎬,南有鎮,（2007）,場所打ち杭を用いた地中熱利用空調シス
テムの普及・実用化に関する研究(その 17) 地中熱交換器形状の最適化の検討,日本建築学会大会学術講演梗概集

D-2 pp.595-596

71. 挾間貴雅,加藤信介,大岡龍三,（2007）,建築環境工学分野における剥離剪断層の乱流性状に関する研究（その３）LES による一開口通風換気時の空気流出入特性の検討
本建築学会大会学術講演梗概集

110

D-2

pp.655-656

日72. ハフニーモハマッド,大岡龍三,（2007）,LES of Turbulent Flow around Single
Building: Comparison between Structured and Unstructured Grids,日本建築学会大会学術講演梗概

D-2 pp.841-842

73. 河野良坪,加藤信介,大岡龍三,高橋岳生,岩瀬静雄,堀剛文,森勝彦,高橋泰雄,（2007）,片側
開口建物の通風性状に関する研究（その 7）横風時におけるルーフバルコニーを有する
居室の換気性状に関する風洞実験,日本建築学会大会学術講演梗概集

D-2

pp.859-860
74. 大橋えり,吉田伸治,大岡龍三,（2007）,室内実験による床堆積粒子の再飛散の影響要因の分析,日本建築学会大会学術講演梗概集

D-2

pp.919-920

75. 駒村和彦,大岡龍三,（2007）,遺伝的アルゴリズムを用いた都市・建築設備のエネルギーシステム最適設計手法の開発（その 4）通年解析による実設計段階への適用検討,日本建築学会大会学術講演梗概集

D-2

pp.1399-1400

76. 川本光一,加藤信介,大岡龍三,小金井真,生田紀夫,西田耕作,蔡耀賢,趙旺熙,（2007）,非結露型次世代空調システムに関する研究（その 12）夏季通期を通しての試算と評価,空気調和・衛生工学会学術講演会講演論文集

pp.995-998

77. 小金井真,加藤信介,大岡龍三,趙旺熙,蔡耀賢,川本光一,秋元孝之,（2007）,非結露型次世
代空調システムに関する研究（その 13）デシカント外調機を用いた置換空調方式の検討,空気調和・衛生工学会学術講演会講演論文集

pp.999-1002

78. 南有鎮,大岡龍三,黄錫鎬,（2007）,地盤・地下水条件を考慮した最適な地下水利用空調
システム選定に関する研究（その 4）建物負荷モデルを用いたフィージビリティスタデ
ィ,空気調和・衛生工学会学術講演会講演論文集

pp.1729-1732

79. Mohamed Hefny,大岡龍三,（2007）,境界層流中に流出する鉛直ジェットからの汚染拡
散の LES,空気調和・衛生工学会学術講演会講演論文集

pp.1965-1968

80. 尹在鈺,大岡龍三,陳宏,謝俊民,石崎竜一,三井所清史,工藤隆一,（2007）,近隣に水面が有る住宅地区の屋外温熱環境の数値解析（その 1）住宅地区キャナルの水面と保水性舗装の効果における屋外温熱環境解析,空気調和・衛生工学会学術講演会講演論文集
pp.2053-2056
81. 吉田伸治,大岡龍三,陳宏,（2007）,CFD 解析による戸建住宅団地内の敷地内利用の差
異が夏季屋外温熱環境に与える影響の分析,空気調和・衛生工学会学術講演会講演論文集,pp.2309-2312
82. 川本陽一,大岡龍三,（2007）,MM5 を用いた都市気候解析モデルの構築地表面パラメー
タの改良，及び人工排熱影響の組み込み,空気調和・衛生工学会学術講演会講演論文集,pp.2337-2340
83. 佐藤治彦,村上周三,大岡龍三,川本陽一,長沼慶幸,（2007）,海風が屋外温熱環境に及ぼす影響に関する研究（その 4）海風に関する評価手法を用いた都市形態の検討,佐藤治彦,
村上周三,大岡龍三,川本陽一,長沼慶幸

pp.2373-2376

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84. 大岡龍三,（2007）,数値解析による海風進入予測とその阻害要因に関する運動エネルギ
ー収支分析（その 2）海風の進入経路に沿った流体塊の平均運動エネルギー収支,日本気象学会 2007 年度秋季大会
85. M.V.Khiem,R.Ooka,H.Huang,H.Hayami,（2007）,Numerical Simulation of
Atmospheric Pollution over Kanto area using the MM5/CMAQ Model“Simulation ofozone concentration between two different weather days”,日本気象学会 2007 年度秋
季大会
86. 西田耕作,加藤信介,大岡龍三,蔡耀賢,小金井真,生田紀夫,川本光一,（2007）,CO<sub>2</sub>ヒートポンプ組込型デシカント空調システム,冷凍第 82 巻
第 951 号
87. 関根賢太郎,大岡龍三,柴芳郎,（2007）,地中熱空調システム,建築設備と配管工事 Vol.45,
No.4
88. 加藤信介,大岡龍三,蔡耀賢,小金井真,生田紀夫,川本光一,西田耕作,（2007）,CO<sub>2</sub>ヒートポンプ組込型デシカント外調機システム,建築設備と配管工事

第 45 巻第 6 号

89. 関根賢太郎,大岡龍三,柴芳郎,横井睦己,（2007）,コンクリート杭を熱交換器とした地中熱ヒートポンプシステム,省エネルギーVol.59, No.7
90. 大橋えり,大岡龍三,（2007）,スギ花粉飛散について,ながれ第 26 巻第 5 号
91. 関根賢太郎,横井睦己,大岡龍三,柴芳郎,（2007）,場所打ちコンクリート杭を用いた地中
熱利用空調システム＜東京大学柏キャンパス環境棟への適用＞,配管技術第 49 巻第 14号（通巻 661 号）
92. Yokota H, Rokugo K & Sakata N (2007), JSCE Recommendations for Design and Constructionof High Performance Fiber Reinforced Cement Composite with Multiple Fine Cracks:
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93. Dai J, Yokota H & Ueda T (2007), Mid-span Debonding Strength Model for FRP Strengthened
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94. 横田弘（2007），港湾構造物の劣化・損傷と維持管理：土木施工，Vol.48，No.11，

pp.96-102
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建国，加藤絵万，岩波光保，横田弘（2007），湿潤環境における FRP シートとコンクリート界面の付着性能に関する研究：コンクリート構造物の補修，補強，アップグレード論文報告集，第 7 巻，pp.291-296
96. 横田弘，加藤絵万，岩波光保（2007），港湾構造物の維持管理のためのハード・ソフ

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97. Yokota H, Iwanami M, Yamaji T & Kato E (2007), Strategic Maintenance of Port and Harbor

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98. Kato E, Iwanami M, Yokota H & Shimomura T (2007), Variation of Corrosion Characterizationof Reinforcing Bars in Existing RC Structure: 6th International Symposium on New
Technologies for Urban Safety of Mega Cities in Asia, USMCA 2007, Dhaka, CD-ROM
99. Dai J G, Yokota H & Ueda T (2007), Hybrid Bonding System for Optimizing Structural
Performance of FRP Flexurally Strengthened Concrete Beams: Proceedings of the 1st
Asia-Pacific Conference on FRP in Structures, APFIS 2007, Hong Kong, pp.785-791
100. Tarek Uddin Mohammed, Hamada H, Yokota H & Khatib J M (2007), ASR Expansion ofConcrete Beams with Various Restrained Conditions – 1500 Days of Marine Exposure:
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101. 濱田洋志，加藤絵万，岩波光保，横田弘（2007），鉄筋腐食が生じた RC はりの構造能評価に関する一考察：耐久性力学に関するシンポジウム論文集，pp.333-336
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103. 伊藤正憲，加藤佳孝，魚本健人，(2007)，実環境下におけるポリマーセメント系断面修復材の性能評価，コンクリート工学年次論文集 Vol.29，No.2，pp.835-840
104. 鈴木僚，西村次男，加藤佳孝，岩波光保，(2007)，測定環境条件が鉄筋コンクリートの
電気化学的測定結果に及ぼす影響，コンクリート工学年次論文集 Vol.29，No.2，
pp.751-756
105. NANAYAKKARA Ominda Prasad，Yoshitaka Kato，(2007)，MACRO-CELL CORROSION
AND ITS TIME DEPENDENCY UNDER NON-UNIFORM CHLORIDE ENVIRONMENT，
コンクリート工学年次論文集 Vol.29，No.2，pp.1383-1388
106. Pakawat SANCHAROEN，Raktipong SAHAMITMONGKOL，Yoshitaka KATO，Taketo
UOMOTO，(2007)，UTILIZATION OF INSPECTION RESULT OF RC STRUCTURE IN
THAILAND TO PLAN MAINTENANCE FOR CHLORIDE ATTACK，コンクリート工学年
次論文集 Vol.29，No.2，pp.1687-1692
107. 西村次男，鈴木僚，加藤佳孝，魚本健人，(2007)，ひび割れ発生時期とその後の環境条
件がひび割れ部近傍の中性化に及ぼす影響の実験的観察，土木学会第 62 回年次学術講
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108. Ominda NANAYAKKARA and Yoshitaka KATO ， (2007)， Effect of Patch Repair on
Macro-cell Corrosion in Reinforced Concrete Members，土木学会第 62 回年次学術講演会講演概要集，pp.1057-1058
109. Michael Henry and Yoshitaka Kato，(2007)，Strength Recovery under different re-curingconditions of high-strength cement mortar exposed to high temperatures，土木学会第 62 回年

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110. Yoshitaka Kato and Michael Henry，(2007)，INFLUENCE OF RE-CURING CONDITION ON
DAMAGE AND RECOVERY OF MORTAR EXPOSED TO FIRE ， 6th International
Symposium on NEW TECHNOLOGIES FOR URBAN SAFETY OF MEGA CITIES IN ASIA
111. 鈴木僚，西村次男，加藤佳孝，横田弘，岩波光保，加藤絵万，(2007)，測定環境条件が
鉄筋コンクリートの電気化学的測定結果に及ぼす影響，生産研究，Vol59 No.3，pp.9-12
112. Ominda NANAYAKKARA and Yoshitaka KATO，(2007)，Macro-cell Corrosion of Partially
Repaired Concrete Members，Vol59 No.3，pp.5-8
113. Michael Henry, Tsugio Nisimura, Yoshitaka Kato and Taketo Uomoto，(2007)，Effect of coolingcondition on residual strength of cement mortar exposed to high temperatures，Vol59 No.3，
pp.13-16
114. Pakawat SANCHAROEN, Raktipong SAHAMITMONGKOL, Yoshitaka KATO and Taketo
UOMOTO，(2007)，Inspection results of properties of marine RC structure in Thailand，Vol59
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115. R. SAHAMITMONGKOL, A. CHOTESUWAN, Y. KATO and T. UOMOTO，(2007)，
Utilization of Ultrasonic Wave Reflection Technique to Detect Corrosion of Rebar in Concrete，Vol59 No.3，pp.21-24
116. R. SAHAMITMONGKOL, Y. KATO and T. UOMOTO，(2007)，Electromagnetic Properties of
Cement Paste Measured by Radar Wave，Vol59 No.3，pp.25-28
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定実験”、第 42 回地盤工学研究発表会、名古屋、2007 年 7 月、論文 No.759
124. 宮下剛幸、桑野玲子（2007）、“異なる密度の埋設模型地盤におけるたわみ性管の繰返し載荷時挙動”、第 42 回地盤工学研究発表会、名古屋、2007 年 7 月、論文 No.764
125. 宮下剛幸、桑野玲子（2007）、“たわみ性管の繰返し載荷時の鉛直及び水平方向作用土
圧”、土木学会第 62 回年次学術講演会、広島、2007 年 9 月、論文 No. 3-425
126. R.I. Wicaksono, Y. Tsutsumi, T. Sato, J. Koseki and R. Kuwano (2007), Small strain stiffnessof clean sand and gravel based on dynamic and static measurements, Proc. of 9th International
Summer Symposium, International Activities Committee, JSCE, pp.171-174.
127. 村田啓介，浅野美帆，田中伸治，桑原雅夫：歩行者青信号の残り時間表示方式の導入に伴う横断挙動分析，IATSS Review，Vol.31，No.4，pp348-355，国際交通安全学会，
2007.3128. Miho ASANO, Masao KUWAHARA, Agachai SUMALEE, Shinji TANAKA, and Edward
CHUNG : Dynamic Cell-Transmission based Pedestrian Model with Multi-Directional Flowsand Strategic Route Choices, Transportation Research Board 86th Annual Meeting (CD-ROM),
2007.1129. Shinji TANAKA , Masao KUWAHARA：Evaluation of a road design considering on-street
parking using virtual reality traffic experiment system，11th World Conference on Transport
Research，2007.6
130. Miho ASANO, Masao KUWAHARA, Shinji TANAKA : Multi-directional pedestrian flow
model based on empirical data，11th World Conference on Transport Research，2007.6
131. Toshihiko ODA, Yoshihiro SUDA, Shinji TANAKA, Daisuke YAMAGUCHI : STOPPINGBEHAVIOR OF DRIVERS IN DILEMMA ZONE: ANALYSIS VIA DRIVING SIMULATOR,
14th ITS World Congress, CD-ROM, 2007.10
132. Toshihiko ODA, Yoshihiro SUDA, Shinji TANAKA, Daisuke YAMAGUCHI : Evaluation of
Stopping Behavior of Drivers in Dilemma Zone Using Driving Simulator, International Journalof ITS Research, Vol.5, No.1, pp47-54, 2007.10
133. Shinji TANAKA, Masao KUWAHARA : Comparative analysis of on-street parking
management practices in different countries, 6th International Symposium on New
Technologies for Urban Safety of Mega Cities in Asia, CD-ROM, 2007.12
134. 田中伸治，桑原雅夫：複合現実感交通実験スペースを用いた路上駐車場所の安全性評
価，生産研究，59 巻 3 号，pp176-179，2007.5
135. 岩永陽，田中伸治，桑原雅夫：都市間高速道路における路肩を用いた動的な付加車線運用に関する研究，生産研究，59 巻 3 号，pp180-183，2007.5
136. 大口敬，津田浩輝，桑原雅夫，田中伸治：ドライビングシミュレータの高速道路追従走行の再現性，生産研究，59 巻 3 号，pp222-225，2007.5
137. 山口大助，織田利彦，須田義大，田中伸治：ジレンマゾーン実験へのドライビングシ

115

ミュレータの活用，生産研究，59 巻 3 号，pp192-196，2007.5
138. 桑原雅夫，森田綽之，尾崎晴男，中村英樹，大口敬，浜岡秀勝，田中伸治：階層的道
路ネットワーク－計画設計のモデル化，第 35 回土木計画学研究発表会・講演集，
CD-ROM，2007.6
139. 上村彩，片岡源宗，田中伸治，熊谷靖彦，桑原雅夫，那須清吾：国道 32 号の渋滞緩和策を目的とした新たな道路運用方法の提案，第 35 回土木計画学研究発表会・講演集，
CD-ROM，2007.6
140. 池内克史，桑原雅夫，須田義大，田中敏久，鈴木高宏，田中伸治，山口大助，小野晋太郎：サステイナブル ITS の展開，第 6 回 ITS シンポジウム 2007 論文集，CD-ROM，2007.12141. Johansson, J., Mayorca, P., Leon, E., and Torres, T. (2007) “Damage in Areas Affected by theAugust 15, 2007 Pisco Earthquake, Peru”, Bulletin of ERS, No. 41.
142. Iritani, S., Mayorca P., and Meguro, K. (2007) “Proposal of a System to Promote Retrofitting ofVulnerable Masonry Houses in Developing Countries”, Bulletin of ERS, No. 41.
143. Worakanchana, K., Mayorca, P., Guragain, R., Navaratnaraj, S., and Meguro, K. (2007). “3-DApplied Element Method For Static Non-Linear Simulation of PP-Band Retrofitted Masonry”,
Bulletin of ERS, No. 41.
144. Fujieda, T., Mayorca, P., Sakthiparan, N., and Meguro, K. (2007) “Experimental Study of the
Behavior of PP-Band Mesh Retrofitted Masonry Houses Using Miniature Models”, Bulletin of
ERS, No. 41.
145. Mayorca, P. (2007). “The Mw 8.0 Pisco Earthquake hits Peru”, ICUS Newsletter, International
Center for Urban Safety Engineering, The University of Tokyo.
146. Johansson, J., Mayorca, P., Torres, T., and Leon, E. (2007) “A Reconnaissance Report on the
Pisco, Peru Earthquake of August 15, 2007”, Japan Society of Civil Engineers / Japan
Association of Earthquake Engineering.
147. Mayorca, P., Johansson, J., Torres, T., and Leon, E. (2008) “2007 Pisco Earthquake, Peru
– Field survey report –”, Proc. of the Thematic International Workshop 2008 on Safer Housing
in Indonesia and Peru.
148. Mayorca, P., Johansson, J., Torres, T., and Leon, E. (2007) “Performance of adobe houses
during the August 15, 2007 Earthquake in Peru”, Proc. of the 2007 Annual Meeting of theJapan Association for Earthquake Engineering
149. Johansson, J. and Mayorca, P. (2008) “Quick Report on the Damage Survey in the aftermath of
the August 15, 2007, Pisco Earthquake in Peru”, Japan Society of Civil Engineers, Monthly
Magazine (土木学会誌), Vol.93 No. 2, pp. 44-45 (in Japanese).
150. Johansson J., Mayorca, P., Leon, E., and Torres, T. (2007) “Liquefaction induced damage in
Tambo de Mora due to the August 15, 2007 Peru Earthquake”, Proc. of the 2007 Annual
Meeting of the Japan Association for Earthquake Engineering
151. Mayorca, P. and Meguro K. (2007) “Proposal of a Methodology to Design PP-Band Meshes toRetrofit Low Earthquake Resistant Houses”, Proc. of the 6th International Symposium on New
Technologies for Urban Safety of Megacities in Asia, Dhaka, Bangladesh, CD-ROM.
152. Worakanchana, K., Mayorca, P., Guragain, R., Navaratnaraj, S., and Meguro, K. (2007). “3-DApplied Element Method for PP-Band Retrofitted Masonry”, Proc. of the 6th International

116Symposium on New Technologies for Urban Safety of Megacities in Asia, Dhaka, Bangladesh,
CD-ROM.
153. Mayorca, P. and Meguro, K. (2007) “Outline of a method to design PP-band mesh retrofitting
for existing low earthquake resistant masonry structures”, Proc. of the 26th Annual Conferenceof the Japan Society of Natural Disaster Science.
154. Sathiparan N., Mayorca P., and Meguro K. (2007). “Parametric study on diagonal shear
behavior of masonry wall retrofitted by PP-band mesh”, Proc. of the 26th Annual Conference of
the Japan Society of Natural Disaster Science.
155. 縄村達也，遠藤貴宏，安岡善文，(2007), スギ人工林における LiDAR を用いた樹木抽出の最適観測密度に関する考察: 生産研究，59 (3)，71-73.
156. 小川華奈，遠藤貴宏，川本陽一，大岡龍三，安岡善文，(2007),

リモートセンシングとモデルの結合によるヒートアイランド現象の評価: 生産研究，59 (3), 325-328.
157. 赤塚慎，遠藤貴宏，安岡 善文，(2006), 衛星画像と GPS を用いた陸域可降水量分布の推定: 生産研究， 58 (3)，343-346.
158. Taguchi, H., Endo, T. and Yasuoka. Y., (2007), Biomass estimation by coupling LiDAR datawith forest growth model in conifer plantation: Proc. ACRS 2007 - 28th Asian Conference on
Remote Sensing, Nov, 12-16, 2007. Kuala Lumpur- Malaysia, CD-ROM.
159. 遠藤貴宏，田口仁，安岡善文，(2007), 航空レーザスキャナデータによる街路樹の樹種
分類手法の開発: 日本写真測量学会秋季学術講演会発表論文集，151-152.
160. 田口仁， 遠藤貴宏，古川邦明，安岡善文， (2007), 多時期の空中写真 DSM による森
林のモニタリング: 日本写真測量学会秋季学術講演会発表論文集，49-52
161. 宮 崎 早 苗 , 筒 井 健 , 木 村 典 嗣 ,(2007), 災 害 に お け る 情 報 基 盤 シ ス テ ム 野 在 り 方Application of sensor network technology for disaster monitoring and assessment
生産研究, Vol.59, No.3 通巻 656 号, pp51-52
162. S. Miyazaki, Y. Ishikawa, T. Okubo, K. Izumi, E. Sasaki, C. Miki, (2007) Automatic andreal-time bridge health monitoring for heavy traffic route, 6th International Symposium on New
Technologies for Urban Safety of Mega Cities in Asia, 2007,

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2008 年

1. 目黒公郎,大原美保,(2008),大地震時に効果的な救急医療を実施するために--首都直下地震時の予想重症患者数とマニュアルのあり方,医学のあゆみ, 226(9)(通号 2715)
pp.673-680
2. 近藤伸也,東太一,目黒公郎,(2008), 災害対応時における複数機関の連帯を視野に入れた現行の地域防災計画の分析, 日本災害情報学会, Vol.10, pp.77-80
3. 大原美保,富田瑠美,目黒公郎,(2008), 緊急地震速報時の対応行動学習ツールの開発,
日本災害情報学会, Vol.10, pp.125-130
4. 目黒公郎,大原（吉村）美保,(2008), 人口減少社会における活断層対策の展望, 活断層研究, 28 号, 89～94
5. 小玉乃理子・秦康範・鈴木猛康・目黒公郎,(2008), プローブカー情報の共有による道路情報収集と旅行時間短縮の数値シミュレーション, 日本災害情報学会誌,No.6,
pp.89-94
6. 竹内政彦, 越村俊一, 目黒公郎, (2008), 多目的ブイを用いたネットワーク型津波警報システムの人的被害軽減効果に関する研究, 海岸工学論文集, 第 55 巻, 5p
7. 秦康範,鈴木猛康,下羅弘樹,目黒公郎,小玉乃理子,(2008), 新潟県中越地震における通れた道路マップの提供とプローブカー情報の減災利用実現に向けた課題と展望, 日本地震工学論文集, 第 9 巻，第 2 号
8.

Masayuki Kohiyama, Anne S. Kiremidjian, Kimiro Meguro, Miho Yoshimura Ohara,(2008),
Incentives and Disincentives Analysis for Improving Policy for Seismic Risk Management ofHomeowners in Japan Natural Hazards Review, American Society of Civil Engineers,V.9/No.4,
P.170-178

9. 横田弘（2008），港湾施設のライフサイクルマネジメントに関する研究：CDIT，No.24pp.14-17
10. 岩波光保，横田弘，寺内潔（2008），リプレイサブル桟橋上部工の開発に関する研

究：コンクリート工学，Vol.46，No.2，pp.33-40
11. 宮川豊章，保田敬一，岩城一郎，横田弘，服部篤史（2008），土木技術者のためのア

セットマネジメント－コンクリート構造物を中心として：土木学会論文集 F，Vol.64,
No.1, pp.24-43
12. Yokota H, Iwanami M, Yamaji T & Kato E (2008), Maintenance Strategy of Harbor Structuresin Japan Based on Life-Cycle Management, Lifetime Engineering of Civil Infrastructure, No.2,
pp.229-238
13. 加藤絵万，濱田洋志，岩波光保，横田弘（2008），局所的に生じた鉄筋腐食が RC はりの構造性能に及ぼす影響：港湾空港技術研究所報告，Vol. 47，No.1，pp.57-82

118

14. 横田弘（2008），コンクリートと ISO，土木 ISO ジャーナル，Vol.18，土木学会，pp.1-2

15. Dai J, Akira Y, Kato E & Yokota H (2008), Investigation of Chloride Ingress in Cracked
Concrete Treated with Water Repellent Agents: Proceedings of the 5th International Conferenceon Water Repellent Treatment of Building Materials, Brussels, pp.299-310
16. 横田弘（2008），ライフサイクルマネジメントに基づく港湾構造物の点検診断と性能

評価：土木技術，Vol.63，No.5，pp.40-45
17. 山路徹，横田弘，中野松二，濱田秀則（2008），実構造物調査および長期暴露試験

結果に基づいた港湾 RC 構造物における鉄筋腐食照査方法に関する検討：

土木学会

論文集 E，Vol.64，No.2，pp.335-347
18. 横田弘，加藤絵万，濱田洋志，岩波光保（2008），塩害環境にあるコンクリート構造

物の鉄筋腐食性状に関する考察：生産研究，Vol.60，No.3，pp.36-39
19. 加藤絵万，横田弘（2008），海洋環境下のコンクリート部材における塩化物イオンの浸透：生産研究，Vol.60，No.3，pp.44-47
20. Hamada H, Kato E, Iwanami M & Yokota H (2008), Influence of localized corrosion of steel
bars on structural performance of reinforced concrete beams: Proceedings of the FirstInternational Symposium on Life-Cycle Civil Engineering, Varenna, pp.159-164
21. Kato E, Iwanami M, Yokota H & Hamada H (2008), Corrosion characterization of reinforcing
bar in existing RC structure: Proceedings of the First International Symposium on Life-Cycle
Civil Engineering, Varenna, pp.177-182
22. 加藤絵万，濱田洋志，審良善和，横田弘（2008），供用 40 年が経過したコンクリー

ト部材の塩化物イオン浸透性状に関する研究：コンクリート工学年次論文集，Vol.30，
No.1，pp.837-842
23. 濱田洋志，加藤絵万，岩波光保，横田弘（2008），局所的に生じた腐食が鉄筋の力学的性質に及ぼす影響：コンクリート工学年次論文集，Vol.30，No.1，pp.1107-1112
24. 審良善和，戴建国，加藤絵万，横田弘（2008），港湾 RC 構造物に吸水防止材を適用した場合の補修効果について：コンクリート工学年次論文集，Vol.30，No.2，pp.631-636
25. 松林卓，岩波光保，横田弘，山田岳史（2008），RC はりの耐衝撃性に影響を及ぼす要因の実験的検討：コンクリート工学年次論文集，Vol.30，No.3，pp.841-846
26. Dai J, Kato E, Iwanami M & Yokota H (2008), Flexural performance of FRP sheet strengthened
concrete beams through various bonding systems：コンクリート工学年次論文集，Vol.30，
No.3，pp.1657-1662
27. Dai J, Yokota H, Harries K A & Ueda T (2008), Factors influencing mid-span debonding in FRP
strengthened RC beams: a parametric analysis: Proceedings of the 4th International Conferenceon FRP Composites in Civil Engineering, CICE2008, Zurich
28. Dai J, Kato E, Iwanami M & Yokota H (2008), Durability of carbon strand sheet to concretebond interface under moisture condition: Proceedings of the 4th International Conference on

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FRP Composites in Civil Engineering, CICE2008, Zurich
29. 横田弘，渡辺泰充（2008），設計照査システムの現状と将来：橋梁と基礎，Vol.42，

No.8，pp.17-19
30. 伊藤俊，松林卓，岩波光保，岩崎英治，横田弘（2008），PVA 短繊維の混入率と混入部位が RC はりの耐繰返し衝撃性に及ぼす影響の実験的検討：土木学会第 63 回年次学術講演会講演概要集，I-518，pp.1035-1036
31. 松林卓，岩波光保，横田弘，山田岳史，竹ヶ鼻直人（2008），鋼板・コンクリート

合成はりの耐衝撃性に関する実験的検討：土木学会第 63 回年次学術講演会講演概要集，
I-524，pp.1047-1048
32. 濱田洋志，加藤絵万，岩波光保，横田弘，野上周嗣，日置幸司，西村大司（2008），

部材の劣化が隣接する部材の力学的挙動に及ぼす影響：土木学会第 63 回年次学術講演
会講演概要集，V-209，pp.417-418
33. 大森友博，岩崎英治，山路徹，審良善和，横田弘（2008），塩害による RC 構造物の劣化の程度とコンクリート中の塩化物イオン量との関係：土木学会第 63 回年次学術講演会講演概要集，V-221，pp.441-442
34. 立石晶洋，小林

朗，横田

弘，戴

建国（2008），水中硬化型エポキシ樹脂と FRP ス

トランドシートを用いた補修工法の付着特性の検討：土木学会第 63 回年次学術講演会
講演概要集，CS02-49，pp.145-146
35. 横田弘（2008），「港湾の施設の技術上の基準」の改訂について：防錆管理，Vol.52，

No.9，pp.329-336（pp.5-12）
36. Yokota H, Iwanami M, Takahashi S & Matsubayashi T (2008), Mechanical Behavior ofConcrete Member Subjected to Repeated Impulsive Force: 7th International Symposium on
New Technologies for Urban Safety of Mega Cities in Asia, USMCA2008, Beijing, pp.143-151
37. Xue W, Dai J, Yokota H & Jin W (2008), Influence of Initial Curing on Chloride Penetrating
Characteristics in Concrete Exposed to Different Marine Environment: 7th International
Symposium on New Technologies for Urban Safety of Mega Cities in Asia, USMCA2008,
Beijing, pp.659-668
38. Yokota H, Sakai E, Kishi T, Sugiyama T, Iriya K, Shindoh T & Noguchi T (2008), Highly
Durable Concrete in Japan: Proceedings of 8th International Symposium on Utilization ofHigh-Strength and High-Performance Concrete, Tokyo, pp.56-71
39. Yokota H & Kato E (2008), Performance Evaluation of Corroded RC Beams: Proceedings of2008 KCI-JCI-TCI Symposium on Assessment of Existing Structures and Recent
Advancements in Concrete Engineering, Ilsan, pp.10-18
40. Yokota H, Akira Y, Kato E & Dai J (2008), Chloride Ingress in Cracked Concrete with Water
Repellent Treatment: Proceedings of the 3rd ACF International Conference on Sustainable
Concrete Technology and Structures in Local Climate and Environment Conditions, Ho Chi

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Minh City, pp.1055-1061
41. 平石哲也，春尾和人，横田弘，長谷川巌，稲垣茂樹（2008），河口部に位置する桟橋

構造物に対する流木の危険度評価：海岸工学論文集，第 55 巻，pp.911-915
42. Yokota H, Kato E, Akira Y & Hamada H (2008), Chloride Penetration in Marine Concrete
Structures After 40 Years in Service: Proceedings of the Eleventh East Asia-Pacific Conferenceon Structural Engineering & Construction (EASEC-11) “Building a Sustainable Environment”,
Taipei, CD-ROM
43. Yokota H, Kato E & Iwanami M (2008), Chloride-Induced Corrosion of Reinforcement and Its
Effect on Performance of Structures: Advances in Concrete Structural Durability, Proceedingsof the International Conference on Durability of Concrete Structures, ICDCS 2008, Hangzhou,
pp.223-229
44. Kato E, Hamada H, Iwanami M & Yokota H (2008), Influence of Localized Corrosion of SteelBars on Load Carrying Capacity of Reinforced Concrete Beams: Advances in Concrete
Structural Durability, Proceedings of the International Conference on Durability of Concrete
Structures, ICDCS 2008, Hangzhou, pp.662-668
45. Iwanami M, Shirane Y, Matsubayashi T & Yokota H (2008), Impact Resistance Improvement ofReinforced Concrete Beams by Mixing PVA Short Fibre: Advances in Concrete Structural
Durability, Proceedings of the International Conference on Durability of Concrete Structures,
ICDCS 2008, Hangzhou, pp.804-809
46. Dai J, Akira Y, Yokota H, Zhang P & Wittmann F (2008), Efficiency of Surface Impregnation
Methods for Pre-Conditioned Concrete under Port Environments: Advances in Concrete
Structural Durability, Proceedings of the International Conference on Durability of Concrete
Structures, ICDCS 2008, Hangzhou, pp.1136-1142
47. Watanabe K, Niwa J & Yokota H (2008), Diagnosis of Cracks in Reinforced Concrete Slab by
Using AE Technique: Advances in Concrete Structural Durability, Proceedings of theInternational Conference on Durability of Concrete Structures, ICDCS 2008, Hangzhou,
pp.1180-1185
48. Akira Y, Yokota H, Kato E & Dai J (2008), Effectiveness of resistance to the chloride ingress ofconcrete treated with water repellent agents: Proceedings of the 2nd International Workshop on
Life Cycle Management of Coastal Concrete Structures, Hangzhou, pp.29-36
49. Xue W, Dai J, Jin W & Yokota H (2008), A neural network model for apparent chloride
diffusion coefficient prediction: Proceedings of the 2nd International Workshop on Life Cycle
Management of Coastal Concrete Structures, Hangzhou, pp.37-42
50. Henry M, Kato Y & Yokota H (2008), Developing sustainable technologies for concrete
infrastructure construction and maintenance in coastal regions: Proceedings of the 2nd
International Workshop on Life Cycle Management of Coastal Concrete Structures, Hangzhou,

121pp.47-51
51. Yokota H, Iwanami M, Kato E & Yamaji T (2008), Life-cycle management of concrete
structures in coastal area: Proceedings of the 2nd International Workshop on Life Cycle
Management of Coastal Concrete Structures, Hangzhou, pp.53-58
52. Kato E, Yokota H, Iwanami M, Akira Y & Kawabata Y (2008), Simplified assessment forstructural performance of deteriorated RC deck: Proceedings of the 2nd International Workshop
on Life Cycle Management of Coastal Concrete Structures, Hangzhou, pp.75-80
53. Iwanami M, Kawabata Y, Akira Y, Kato E & Yokota H (2008), Structural performance
evaluation and reinforcement of RC columns damaged by alkali-silica reaction: Proceedings ofthe 2nd International Workshop on Life Cycle Management of Coastal Concrete Structures,Hangzhou, pp.125-130
54. 横田弘（2008），港湾施設の維持管理に関する現状と技術的課題：港湾荷役，Vol.53，

No.6，pp.608-613
55. Dai J, Harries, K A & Yokota H (2008), A critical steel yielding length model for predicting
intermediate crack-induced debonding in FRP strengthened RC members: International Journalof Steel and Composite Structures, Vol. 8, No. 6, pp.457-473
56. 松林卓，岩波光保，横田弘，山田岳史，竹鼻直人（2008），繰返し衝撃荷重を受ける二辺支持鉄筋コンクリート版の耐荷性状：第 9 回構造物の衝撃問題に関するシンポジウム論文集，pp.19-24
57. Dai J G, Akira Y, Kato E & Yokota H (2008), Effectiveness of Water Repellents for the
Establishment of a Chloride Barrier in Reinforced Concrete with Cracks: International Journal,
Restoration of Buildings and Monuments, Vol.14, No.6, pp.435-446
58. 横田弘，岩波光保（2009），海洋構造物における PC の歴史：プレストレストコンク

リート，Vol.51, No.1，pp.41-45
59. 横田弘（2009），わが国近代工業の祖

小栗上野介忠順：日本のコンクリート技術を支えた 100 人，セメント新聞社，pp.54-55
60. 赤塚慎，大吉慶，竹内渉，沢田治雄，安岡善文，(2008)，NOAA AVHRR を用いた日本の陸域可降水量分布図の作成：

写真測量とリモートセンシング，47(4)，pp.29-41.

61. 田口仁，遠藤貴宏，沢田治雄，安岡善文，(2008)，多時期の空中写真から作成した Digital
Canopy Model による森林キャノピーのモニタリング：

写真測量とリモートセンシン

グ，48(1)，pp.4-14.
62. Sawada，H.，Y.Sawada，A.Shimizum，M.Araki，S.Chann，(2008)，Seasonal Changes of Forest
Environment in the Mekong River Basin：

Proceedings of ISPRS，Vol.8(2)，pp.633-636.

63. Wataru Takeuchi，Preesan Rakwatin，Masanobu Shimada，Haruo Sawada，(2008)，Investing
the performance of JERS-1 SAR and ALOS PALSAR mosaic for forest cover mapping in
Vietnum：

122

Proceedings of 29th Asian conference on remote sensing (ACRS)，CD-ROM

64. Shin Akatsuka，Wataru Takeuchi，Haruo Sawada，(2008)，Estimation of precipitatable water
distribution over northeast Asia using NOAA AVHRR： Proceedings of 29th Asian conference
on remote sensing (ACRS)，CD-ROM
65. Hirotoshi Kishi，Wataru Takeuchi，Haruo Sawada，(2008)，Exhaust emissions assessment over
Asian mega cities with satellite remote sensing and city traffic modeling： Proceedings of 29th
Asian conference on remote sensing (ACRS)，CD-ROM
66. Yusuke Matsumura，Wataru Takeuchi，Haruo Sawada，(2008)，Serious land slide assessment
using ALOS sensors data fusion techniques： Proceedings of 29th Asian conference on remotesensing (ACRS)，CD-ROM
67. Sawada，H.，Y.Sawada，I.Nagatani，(2008)，The wildfire early-warning and early-detection
system in Japan：

7th International Symposium on New Technologies for Urban Safety ofMega Cities in Asia，pp.269-276.
68. Sawada，H.，Yoshito Sawada，Yoshio Awaya，Yojiro Matsuura，(2008)，Seasonal and annualchanges of forest environments over 20 years in Russia,：

Extended Abstract of the FirstInternational Symposium on the Arctic Research (ISAR-1)，pp.27-30.
69. Sawada，H.，Y.Sawada，A.Shimizu，M.Araki，S.Chann，(2008)，Forest Environments in Asia
Monsoon Region，Abstracts： Oral and Paster Paper Proceeding of FORTROP II International
Conference and full paper on CD，pp.36-36.
70. Endo，T.，H.Taguchi，P.J.Baruah，H.Sawada，(2008)，A study on estimation of crown projection
area for wind pressure analysis using Lidar data：

7th International Symposium on New

Technologies for Urban Safety of Mega Cities in Asia，pp.759-766.
71. 遠藤貴宏，田口仁，沢田治雄，(2008)，LiDAR による森林の耐風性評価のための手法開発,：

写真測量学会秋季学術講演会論文集，pp.67-68

72. 松村祐輔，竹内渉，沢田治雄，安岡善文，(2008)，MTSAT と MODIS を併用したアジア
大規模林野火災の延焼時間推定：

写真測量学会平成 20 年度年次学術講演会論文集，

pp.63-68.
73. 遠藤貴宏，田口仁，沢田治雄，(2009)，LiDAR を用いた樹冠領域抽出手法に関する研究：
生研フォーラム「広域の環境・災害リスク情報の収集と利用フォーラム」第 18 回論文集，pp.119-122.
74. 赤塚慎，竹内渉，沢田治雄，(2009)，PALSAR モザイクデータセットの地形効果補正：
生研フォーラム「広域の環境・災害リスク情報の収集と利用フォーラム」第 18 回論文集，pp.13-16.
75. 田口仁，遠藤貴宏，沢田治雄，安岡善文，(2009)，LiDAR および ALOS/PRISM データから抽出された森林の３次元構造と森林成長モデルの統合手法の開発：

生研フォー

ラム「広域の環境・災害リスク情報の収集と利用フォーラム」第 18 回論文集，pp.113-118.
76. 岸浩稔，竹内渉，沢田治雄，(2009)，MODIS によるアジアメガシティの大気汚染観測

123

と都市交通排気ガスの空間分布特性解析,：

生研フォーラム「広域の環境・災害リスク情報の収集と利用フォーラム」第 18 回論文集，pp.59-64.
77. 小林優介，沢田治雄，安岡善文，(2009)，植林地創出の外部経済効果と政策への適用の検討：

生研フォーラム「広域の環境・災害リスク情報の収集と利用フォーラム」第18 回論文集，pp.97-102.
78. 森主門，竹内渉，沢田治雄，(2009)，AMSR-E を用いた地表面冠水率分布図の作成と検証：

生研フォーラム「広域の環境・災害リスク情報の収集と利用フォーラム」第 18

回論文集，pp.45-46.
79. 沢田治雄，(2009)，地球温暖化の森林への影響とその対策，地球温暖化は都市のどのような影響を及ぼすか？：

ICUS REPORT 2008-04，pp.73-106.，生研

80. 沢田治雄，大澤晃，松浦陽次郎，梶本卓也，小池孝良，串田圭司，(2008)，ロシア北方林における炭素蓄積量と炭素固定速度推定に関する研究：

環境省地球環境研究総合推進費修了成果報告書，pp.1-98.
81. 沢田治雄，(2008)，Study on the estimation of carbon storage and fixation in the boreal forest in
Russia,： Summary Report of Research Results under the Global Environment Research Fundin FY2007，pp.271-276.
82. 沢田治雄，(2008)，地球規模での実用化を推進する研究者の育成： 写真測量とリモー
トセンシング，47(3)，p.1.
83. Monitoring of Terrestrial Scenes from space: Environmental change and Disaster：29th Asian
Conference of Remote Sensing，スリランカ
84. Monitoring of Terrestrial Scenes from space，Workshop on Tropical Forest Carbon Dynamics &Sustainability，タイ・コンケン大学
85. 森林分野における京都議定書対応：

日本リモートセンシング研究会講演会，東京・生産技術研究所
86. 森林分野における地球温暖化問題と京都議定書：

木材連合会年次総会，東京・木材連合会館
87. 衛星で観るシベリアの森のダイナミクス：

北方林研究セミナー，茨城・森林総合研究所
88. 畠俊郎、桑野玲子、安部廣史（2008）、“微生物機能を用いた原位置透水制御手法に関する基礎的研究”土木学会論文集 G、Vol. 64, No. 2, pp.168-176.
89. Kuwano, R. and Miyashita, T. (2008), “Model tests on behaviour of flexible buried pipe in sandwith different densities”, Proceedings of the International conference "Development of Urban
Areas and Geotechnical Engineering", St. Petersburg
90. Kuwano, R., Wicaksono, R.I and Mulmi, S. (2008), “Small strain stiffness of coarse granularmaterials measured by wave propagation”, Proc. of 4th international symposium on
deformation characteristics of geomaterials, IS-Atlanta 2008, Vol.2, pp.749-756.

12491. Wicaksono, R.I., Tsutsumi, Y., Sato, T., Koseki, J., and Kuwano, R. (2008), “Stiffness
measurements by cyclic loading, trigger accelerometer, and bender element on sand and gravel”,
Proc. of 4th international symposium on deformation characteristics of geomaterials, IS-Atlanta
2008, Vol.2, pp.733-740.
92. 桑野玲子、宮下剛幸（2008）“密度の異なる砂地盤に埋設されたたわみ性管の繰返し載荷に伴う作用応力と変形”、生産研究、Vol.60、No.3、通巻 662 号、pp.48-52.
93. 宮下剛幸、桑野玲子（2008）“二層構造管の変形挙動における埋設地盤密度と既設管劣化の影響”、生産研究、Vol.60、No.3、通巻 662 号、pp.53-56.
94. 桑野玲子、Mulmi, S.（2008）“ベンダーエレメント試験における三軸円柱供試体の径と高さの影響”、生産研究、Vol.60、No.3、通巻 662 号、pp.57-59.
95. 桑野玲子、杉本大輔（2008）“微生物機能による地盤固化の評価方法に関する試行実験”、
生産研究、Vol.60、No.3、通巻 662 号、pp.60-61.
96. Wicaksono,R.I., Tsutsumi,Y., Sato,T., Koseki,J. and Kuwano,R. (2008) “Laboratory Wave
Measurements on Toyoura Sand and Hime Gravel”, Bulletin of Earthquake resistant structure
research center, No.41, March 2008, pp.35-49.
97. Sato, M. and Kuwano, R. (2008), “Experimental Study on the Evaluation of Loose Ground
Surrounding a Cavity in Soil”, Proc. 7th International symposium on new technologies forurban safety of mega cities in Asia, USMCA, Beijing, October 2008, pp.751-758.
98. Sugimoto, D. and Kuwano, R. (2008), “Trial test on the evaluation of soil cementation
generated by the function of microorganism”, Proc. 7th International symposium on newtechnologies for urban safety of mega cities in Asia, USMCA, Beijing, October 2008,
pp.669-674.
99. Kuwano, R., Ko, D.-H. and Bagus, C. (2008), “Model Tests on the Behavior of Flexible Buried
Pipe in sandy backfill with insufficient compaction”, Proc. 7th International symposium on newtechnologies for urban safety of mega cities in Asia, USMCA, Beijing, October 2008,
pp.741-750.
100. Ko, D.H., Cokorda, B.P.D. and Kuwano, R. (2008), “Deformation and stresses acting on
Flexible Buried Pipe in sandy backfill under repeated loading”, Proceedings of 2ndJapan-Korea Geotechnical Engineering Workshop, Geotechnics in Urban Areas, pp.41-46.
101. 堤千佳、古関潤一、桑野玲子、清田隆、三上大道（2008）、“2008 年岩手・宮城内陸地
震による秋田県側の道路被害調査報告”、生産研究、Vol.60、No.6、通巻 665 号、pp.15-18.
102. Wicaksono, R.I., Kuwano, R., De Silva, L.I.N., Mulmi, S., Enomoto, T., Kiyota and Tsutsumi,Y.
(2008), “Small Strain Stiffness of Toyoura Sand Obtained from Various Techniques in the IIS”,
Seisan Kenkyu, Bimonthly Journal of Institute of Industrial Science, The University of Tokyo,
Vol.60, No.6, pp.561-564.
103. Mulmi,S., Sato, T. and Kuwano, R. (2008), “Performance of Plate Type Piezo-ceramic

125Transducers for Elastic Wave Measurements in Laboratory Soil Specimens”, Seisan Kenkyu,
Bimonthly Journal of Institute of Industrial Science, The University of Tokyo, Vol.60, No.6,
pp.565-569.
104. 桑野玲子、Mulmi, S.（2008）、“乾燥砂のベンダーエレメント試験における供試体寸法と形状の影響”、第 43 回地盤工学研究発表会、広島、2008 年 7 月、論文 No.215
105. 宮下剛幸、桑野玲子、Ko, Dong Hee（2008）、“異なる地盤密度と既設管劣化度における2 層構造管の繰返し載荷時挙動”、第 43 回地盤工学研究発表会、広島、2008 年 7 月、
論文 No.724
106. 宮下剛幸、Ko, Dong Hee、桑野玲子（2008）、Deformation characteristics of flexible buried
pipe in sand with different densities by cyclic loading、第 43 回地盤工学研究発表会、広島、2008 年 7 月、論文 No.748
107. 杉本大輔、桑野玲子（2008）、“微生物機能を利用した地盤固化の評価方法に関する基礎実験”、第 43 回地盤工学研究発表会、広島、2008 年 7 月、論文 No.335
108. 米山賢，山田菊子，桑野玲子（2008）、“土木学会法人会員の男女共同参画への取り組
みに関する実態調査（速報）”，土木学会第 63 回年次学術講演会、仙台、2008 年 9 月、
論文 No.CS01-21
109. Ebiduka, H., Wicaksono, R.I. and Kuwano, R. (2008), Laboratory Stiffness Measurements on
Toyoura Sand, AIT student seminar,
110. R.I. Wicaksono and R. Kuwano (2008), Study on Deformation Characteristic of Lightly
Cemented Sand, Proc. of 10th International Summer Symposium, International Activities
Committee, JSCE, pp.81-84.
111. Mulmi, S., Koseki, J. and Kuwano, R. (2008), Sample Size and Shape Effects in Bender
Element Tests, Proc. of 10th International Summer Symposium, International Activities
Committee, JSCE, pp.85-88.
112. Beltrán Galvis, A.L. and Kuwano, R. (2008), Small Strain Stiffness of Edosaki–Sand in Dry,
Saturated and Partially Saturated Condition, Proc. of 10th International Summer Symposium,
International Activities Committee, JSCE, pp.77-80.
113. Bagus, C., Ko, D.-H., Sato, T. and Kuwano R. (2008), Modified Model Test of Flexible Buried
Pipe in Loose Backfill Sand Under Cyclic Loading, Proc. of 10th International Summer
Symposium, International Activities Committee, JSCE, pp.125-128.
114. 魚本健人編著，加藤佳孝，他，(2008)，図解コンクリート構造物の非破壊検査技術，オーム社
115. 魚本健人，加藤佳孝編著，(2008)，コンクリート構造診断工学，オーム社
116. Raktipong Sahamitmongkol, Siam Suwathanangkul, Porntep Phoothong and Yoshitaka Kato，(2008)，Flexural Behavior of Corroded RC Members with Patch Repair – Experiments &Simulation, Journal of Advanced Concrete Technology Vol.6 No.2, pp.317-336

126117. Pakawat Sancharoen, Yoshitaka Kato and Taketo Uomoto ， (2008) ， Probability-Based
Maintenance Planning for RC Structures Attacked by Chloride Journal of Advanced Concrete
Technology Vol.6 No.3, pp.481-495
118. Ominda Nanayakkara and Yoshitaka Kato，(2008)，Macro-cell Corrosion in Reinforcement ofConcrete under Non-homogeneous Chloride Environment, Journal of Advanced Concrete
Technology, Vol.7 No.1, pp.31-40
119. 鈴木将充，ヘンリー

マイケル，加藤佳孝，勝木太，(2008)，火害を受けたモルタルの耐久性に及ぼす再養生条件の影響，コンクリート工学年次論文集 Vol.30，No.2，
pp.711-716
120. Michael HENRY, Tae-Ho AHN, Yoshitaka KATO and Toshiharu KISHI，(2008)，Evaluation of
Re-curing for the Recovery of High-strength Mortar Exposed to Fire，コンクリート工学年次
論文集 Vol.30，No.1，pp. 435-440
121. Michael Henry and Yoshitaka Kato，(2008)，INTEGRATING SUSTAINABILITY CONCEPTS
INTO THE DESIGN PROCESS FOR CONCRETE CONSTRUCTION INNOVATIONS，土木学会第 63 回年次学術講演会講演概要集，pp.575-576
122. 鈴木将充，鈴木僚，伊藤正憲，加藤佳孝，(2008)，水硬性樹脂が含浸された連続繊維シートによる迅速復旧工法の開発，土木学会第 63 回年次学術講演会講演概要集，pp.645-646
123. 水上翔太，西村次男，加藤佳孝，勝木太，(2008)，構造体コンクリートの品質確保のためのコンクリート受入れ検査に関する基礎的検討，第 36 回土木学会関東支部技術研究
発表会講演概要集 V-17
124. 平田渉，ヘンリー

マイケル，加藤佳孝，勝木太，(2008)，繊維補強モルタルへの廃棄物とリサイクル材料の活用，第 36 回土木学会関東支部技術研究発表会講演概要集 V-21
125. 小林良輔，西村次男，加藤佳孝，勝木太，(2008)，ひび割れと鉄筋界面からの中性化進行に及ぼす乾湿繰返しの影響，第 36 回土木学会関東支部技術研究発表会講演概要集
V-42
126. 菊池厚，ナナヤッカラ

オミンダ，加藤佳孝，魚本健人，(2008)，材料の非均質性が鉄筋コンクリートの自然電位に及ぼす影響，第 36 回土木学会関東支部技術研究発表会講演概要集 V-43
127. 山崎孝史，伊藤正憲，加藤佳孝，勝木太，(2008)，迅速復旧工法開発のための TST-FiSHの基礎物性と補修効果の実験的検討，第 36 回土木学会関東支部技術研究発表会講演概
要集 V-54128. M. Henry and Y. Kato，(2008)，Simplified triple bottom line assessment for new concretematerials during the development process. Society for Social Management Systems 2009,
Kochi, Japan
129. Y Kato, M Henry and M Suzuki，(2008)，Evaluation of re-curing for the recovery of fire127

damaged high-strength mortar, Proceedings of the International Conference on Durability ofConcrete Structures, Vol.2, pp.1310-1316
130. M. Henry, Y. Kato and H. Yokota，(2008)，developing sustainable technologies for concrete
infrastructure construction and maintenance in coastal regions, 2nd Life Cycle Management of
Coastal Concrete Structures, pp.47-52
131. Nanayakkara and Y. Kato，(2008)，Macro-cell corrosion and its time-dependent behavior in
non-homogenous environment of chloride ions, 2nd Life Cycle Management of Coastal
Concrete Structures, pp.81-86
132. Henry, M. and Kato, Y. ，(2008)，Application of Social Theory to The Development Process an
Emergency Retro-fitting Method. 7th International Symposium on NEW TECHNOLOGIESFOR URBAN SAFETY OF MEGA CITIES IN ASIA, Beijing, China, pp.575-584
133. Kato, Y. and Sahamitmongkol, R. ，(2008)，Flexural Behavior of Corroded RC Members Patch
Repair. 7th International Symposium on NEW TECHNOLOGIES FOR URBAN SAFETY OF
MEGA CITIES IN ASIA, Beijing, China, pp.99-110
134. Suzuki, M., Suzuki, R., Ito, M., Kato, Y. ，(2008)，Development of Emergency Retrofitting
Method Using Fiber Sheets Containing Hydraulic Resin. 7th International Symposium on NEW
TECHNOLOGIES FOR URBAN SAFETY OF MEGA CITIES IN ASIA, Beijing, China,
pp.591-600
135. Henry, M. and Kato, Y. ，(2008)，Utilizing heterogeneous engineering in concrete material
innovations for sustainable development. Joint Student Seminar on Civil Infrastructures
136. Henry, M. and Kato, Y. ，(2008)，A social networking-based approach to information
management in construction. Society for Social Management Systems2008: Infrastructure andEnvironment
137. Henry, M., Ahn, T.H., Kato, Y., and Kishi, T. ，(2008)，Development of a damage-recovery
relationship based on variable re-curing of fire-damaged high-strength mortar. Proceedings ofthe First International Symposium on Life-Cycle Civil Engineering, Varenna, Italy, pp. 165-170
138. 関克己，蓮輪賢治，石井良昌，加藤佳孝，(2008)，人材（技術者）の育成，建設マネジ
メント技術，経済調査会
139. 小澤一雅，加藤佳孝：対談，(2008)，「公共調達制度と土木技術者の視点」―人を活かす仕組みづくりが急務―，建設マネジメント技術，経済調査会
140. 金井誠，熊谷一男，野田徹，加藤佳孝，(2008)，建設システムにおける『現場力（組織力）』を考える

新春座談会，建設マネジメント技術，経済調査会

141. Michael Henry and Yoshitaka Kato，(2008)， Review of sustainable practices and approaches in
the concrete industry. Bimonthly Journal of Institute of Industrial Science, The University ofTokyo, SEISAN KENKYU Vol. 61 No. 1, pp. 67-70.
142. 加藤佳孝，藤田哲朗，(2008)，社会運動組織の戦略の有効性に関する一考察－なぜ圏央128

道の建設は止まらず，三番瀬の埋立ては止まったか－，生産研究，Vol.60 No.4，pp.72-75
143. Michael Henry and Yoshitaka Kato，(2008)，Integrating Sustainability Concepts into the Design
Process for Concrete Construction Innovation, Bimonthly Journal of Institute of Industrial
Science The University of Tokyo, SEISAN KENKYU Vol.60 No.4, pp.76-77
144. Michael Henry and Yoshitaka Kato ， (2008) ， A Social Networking-based approach to
information management in construction, Bimonthly Journal of Institute of Industrial Science
The University of Tokyo, SEISAN KENKYU Vol.60 No.3, pp.7-11
145. Nanayakara, O., Kato, Y. ， (2008)，Effect of Cathodic-Anodic Ratio and Chloride on
Macro-Cell Corrosion, Bimonthly Journal of Institute of Industrial Science The University ofTokyo, SEISAN KENKYU Vol.60 No.3, pp.20-23
146. 山崎啓司，加藤佳孝，(2008)，社会基盤構造物の品質確保を目指した検査システムの提案について，生産研究 60 巻・3 号，pp.12-15
147. 鈴木将充，ヘンリー

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228. 桂徹，P.J.Barua，遠藤貴宏・安岡善文，(2008), 衛星画像を利用したユーカリ造林地の材積評価: 紙パ技協誌，62(2)，186-191.
229. 田口仁，遠藤貴宏，安岡善文，(2008), 多時期の空中写真による森林キャノピーのモニ
タリング: 生産研究，60(3)，261-265.
230. Endo.T, H. Taguchi and Sawada, H, (2008), A Study on Estimation of Crown Projection Area
for Wind Pressure Analysis using LiDAR Data:

Proc. USMCA 2008 – 7th International

Symposium on New Technologies for Urban Safety of Mega Cities in ASIA. Beijing, China,
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231. Baruah, P. J., Sumi A., Endo, T, (2008), Green Buildings: Current Status and Prospects:

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USMCA 2008 – 7th International Symposium on New Technologies for Urban Safety of Mega
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136

B. 研究論文

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2002.82)
Vol.42

No.5

pp.42-46

2004.5

5.

3)
56

PMM
1)

pp.190-191 2002
4) M.U.K.Afridi,
Y.Ohama,
M.Zafarlqbal,
K.Demura
Behavior of Ca(OH)2 in polymer

PMM

modified mortars

The international Journal of

Cement Composites and Lightweight Concrete
Volume.112)

Number4

1989

5)

P/C1%
3)

2%

PMM
P/C

2000.2

6) S.Chandra
Y.Ohama: POLYMERS in
CONCRETE, CRCpress, 1994
7) A.Beeldens, J.Monteny, E.Vincke, N.De Belie,
D.Van Gemert, L.Taerwe
Resistance tobiogenic
sulphuricacid
corrosionofpolymer-modified mortars Cement & Concrete
Composites

VOL.23

pp47-56 2001

8)
2001.5
9)4)P/C

2003.10
10)
VOL.352

pp3-8 199711) M.Afridi, Y.Ohama, M.Zafarlqbal, K.Demura
Water Retention and Adhesion of Powdered andAqueous Polymer-Modified Mortars Cement &Concrete Composites
1995

5)
PMM

No.2

VOL.17

12)
1994.4148

pp113-118

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Vol.43 No.3 pp.37-44 2005.3
2)
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X

3)

S-K (2.307 keV)

2005.84) Princeton Gamma-Tech, Inc.

X-ray Critical

Absorption and Emission Energies in keV,
Nuclear Products Catalog, 2002.

154

155

156

157

158

159

160

161

162

163

164

165

166

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168

169

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171

172

SEASONAL CHANGES OF FOREST ENVIRONMENTS
IN THE MEKONG RIVER BASIN
H. Sawada a , Y. Sawada b, A. Shimizu c, M. Araki c, S. Chann daIIS, The University of Tokyo, 4-6-1 Komaba, Meguro-ku, Tokyo, 153-8505 Japan 
sawada@iis.u-tokyo.ac.jpbSystem Hi-dent Inc., 5-13-6 Midori-machi, Akishima-shi, Tokyo, 196-0004 Japan  yoshitos@hi-dent.jpcForestry and Forest Products Research Institute,1 Matsunosato, Tsukuba-shi, Ibaraki, 305-8687 Japan (akirax, makot)@affrc.go.jp
d
FWSRI, Forestry Administration, 40 Preah Mordom Blbd., Phnom Penh, Cambodia  ffpri_fwri@online.com.kh
Commission VII, WG VII/4
KEY WORDS: Image Processing, patio-temporal modelling, orestry, nvironment monitoring

ABSTRACT:
Although the problem in tropical forest has been widely concerned, deforestation and forest degradation is still hot issue in the world.
In some countries in the Mekong River Basin, scientific knowledge about forest ecosystem and forest law enforcement are notenough to maintain their forests in good condition from the natural environmental point of view. Remote sensing technology is
considered one of the useful and important tools for monitoring various forest conditions. The phenological change of each forest is
greatly related to the changes of natural environmental factors, such as water, temperature, soil and solar radiation. The authors
proposed a monitoring system to get environmental information of forested area using remote sensing data. The pre-processing
method named LMF and LMF-KF (Local Maximum and Fitting with the Kalman Filter) was introduced, which modelled theseasonal changes for time series data of frequent observation satellite data. This technology overcomes the influences of cloud coverand sensitivity fluctuations of the sensors. We applied these methods to SPOT-Vegetation and NOAA-AVHRR data of the MekongRiver Basin. These dataset could show the environmental conditions, such as vegetation cover, temperature, snow cover area andleaf water condition in Mekong River Basin.

1. INTRODUCTION

4) Archiving System of Forest Observation Sites in the Lower
Mekong1.1 Background
The forest meteorological tower with 60m high and wells forunderground water measurement were constructed and many
new instruments are monitoring environmental conditions at aevergreen forest in Cambodia since 2003. The activity isstrengthen under the project Establishment of the Integrated
Forest Ecosystem Observation Sites and Network in the Lower
Mekong (2008-2011) funded by the Ministry of Environmentof Japan. And a new observation site is going to be constructedin a deciduous forest.
Although the problem in tropical forest has been widelyconcerned, deforestation and forest degradation is still hot issue
in the world. In most of the countries, scientific knowledge
about forest ecosystem and forest law enforcement are notenough to maintain the forest are in good condition from thenatural environmental point of view in South East Asia.
We have set up four subjects for the new joint project between
Forestry Administration of Cambodia and Forestry and Forest
Products Research Institute of Japan, such as:1) Biodiversity and Forest Site Environment Study
2) Observation System for Water Cycle in Tropical Seasonal
Forest3) Near-real-time Observation System of Forest Environment
by Satellite

1.2 Remote sensing data for environmental issues
Remote sensing technology is considered one of the useful andimportant tools for monitoring various forest conditions in theworld. However, appropriate monitoring system using remotesensing is not yet clear. Sader et al. (1990) suggested thathigher resolution sensors (MSS, TM, SPOT, aircraft scanners
and mapping cameras) are necessary tools to record the spectral
and spatial details needed to link intensive ecological fieldstudies to the forest community and biome levels. Even thoughthese ideas on multi-stage observation are considered quite
useful for studying environmental conditions, most of theactivities could get limited results because of the remote sensing
data which are obtained by chance depending on cloud coverand other problems.
While remote sensing data give us various data of theecosystem related to the electro-magnetic reflectance and/or
radiation, it is necessary to find the appropriate remote sensing
indices for monitoring forest environment conditions. The
phenological changes of ecosystem are greatly related to thechanges of natural environment, such as water, temperature, soil
and solar radiation. Therefore, appropriate remote sensing
indices shall reflect the environmental conditions.
We studied to get information about seasonal changes ofenvironmental conditions by remote sensing data. Various

173

The International Archives of the Photogrammetry, Remote Sensing and Spatial Information Sciences. Vol. XXXVII. Part B8. Beijing 2008

researches on global environment study utilize frequent
observation satellite data. The NOAA-AVHRR and SPOTVegetation are commonly used for such purpose (Ricotta et al.,1999) and "the ten-day composite images", which are createdby choosing the best data in ten days for every pixel, are often
used to monitor seasonal changes of terrain conditions (Defries
et al., 1994). However, the influences of cloud and haze still
remain in those data and it makes difficult to monitor
phenology with 10 days interval (Roerink et al., 2000). On theother hand, the monthly composite data to reduce theinfluence of noises are not appropriate for following
phenological aspects because most of the dynamic seasonalchanges of vegetation occur within a few weeks (Viovy et al.,1992).
Therefore, the authors developed the processing method named
LMF (Local Maximum and Fitting) and LMF-KF (Local
Maximum and Fitting with the Kalman Filter), which modelled
the seasonal changes for time series data of frequent repeat
observation satellite data. The LMF-KF introduces the form of
the sum of cyclic functions with time-dependent coefficients(Sawada et al., 2005) and produces clear images with 10 days
interval.
We applied these techniques to SPOT-Vegetation data to detectsnow cover area and NOAA-AVHRR data to reveal theenvironmental conditions in the Mekong River Basin. Thesemethodologies give us the opportunity to monitor
environmental conditions of forest area in both global andnational scale, which will help us monitoring with rather highspatial resolution satellite. We think that it will give us an ideal
system for multi-stage monitoring as well.

sensors on different satellites also make indispensable problem
for data comparison in a long period of time (ex. the NOAAPathfinder data). Then, the LMF and LMF-KF processing wereapplied to minimize the effect of clouds and the sensitivity
differences of sensors in these dataset.
2.4 NDVI and Temperature data
After the processing, we could get the same number of clear(cloud-free) images as the original dataset. The characteristics
of each forest site on NDVI and temperature are evaluated fromthese data. For example, we created the summation data of
NDVI in one year when the surface temperature is greater than
5 degree Celsius (this value is commonly used for the warm
index). It seems that the summation values correspond to thevegetation production of one year, although further research isstill needed.
2.5 Snow Index
The snow cover is one of the key environmental factors forforest ecosystem. Therefore many researchers have conducted
to create snow cover maps. However, during the snow season, it
is quite difficult to obtain clear sky remote sensing data. The
LMF and LMF-KF processed images are effective even in thiscase. Saito et al(1999) reported the snow cover index for GLI
data as the Eq. 1
S3={NIR1 (VIS-NIR2)} {(NIR1+VIS)/(NIR1+NIR2)} (1)where

2. DATASET FOR MONITORING IN GLOBAL SCALE
2.1 SPOT-Vegetation Data
The SPOT-Vegetation sensor was launched on the SPOT-4 in
1998. The sensor has four channels which have 1 km resolution
at the nadir. The dataset called S10 is the ten-day composite
data which is created by the same concept with the NOAA 10day composite data. These data are open to the public after a
few month of observation. The SPOT-Vegetation has the samechannel with SPOT-HRVIR which has 20 m resolution (10 mfor panchromatic channel) and the combination of these two
sensors are considered useful for monitoring in both global andlocal scale.

NIR= near infrared data
NIR= middle infrared data
VIS= visible red

The results show that the snow index S3 has quite sensitive withsnow cover. The LMF processed SPOT-Vegetation 10-day
composite data made us possible to create snow cover maps
every 10 days. The images showed the duration of snow coverfor each pixel (1km). According to our pre-check, it was thefirst time that snow cover map with 1 km resolution was createdfor Mekong River Basin. However, where snow covers lessthan one month, the original SPOT S10 data itself does notuseful to detect the duration of snow cover because of its
characteristics of the data composition procedure.
2.6 Leaf Water Content Indices

2.2 NOAA-AVHRR data
NOAA satellite data provide a valuable tool for vegetation
mapping and monitoring at regional and global scales (Justice etal., 1985). The computer center of Ministry of Agriculture,
Forestry and Fisheries, Japan, produces ten day composite
images of NOAA AVHRR with 1 km resolution for South-East
Asia region. The NOAA-AVHRR Pathfinder dataset (by
NOAA) is one of the most popular one for global study.

2.6.1 LWCI (Leaf Water Content Index): The LWCI
(Leaf Water Content Index) was reported effective to monitor
leaf water condition or water availability (Anazawa et al., 2002).
The LWCI is defined for the Landsat-TM as the Eq. (2).

LWCI

log[ (TM 4 / A
log[ (TM 4 ft / A

TM 5 / B )]TM 5 ft / B )](2)

2.3 LMF and LMF-KF Processing to the Dataset
The SPOT and NOAA datasets, however, have some difficulties
in applying them to long-term change detection in regional
scale. One of the main problems is the influences of cloud coverand other noises for observing terrain conditions even by thebest composite images in 10 days. The changes of sensitivity of

174

where

TM4= energy value of Landsat TM4
TM5= energy value of Landsat TM5
TM4ft=energy value of TM4 at full turgor (at theminimum water stress)

The International Archives of the Photogrammetry, Remote Sensing and Spatial Information Sciences. Vol. XXXVII. Part B8. Beijing 2008

TM5ft=energy value of TM5 at full turgor (at theminimum water stress)
A=Maximum value of TM4 through a year
B=Maximum value of TM5 through a year=the correction coefficient (usually 1)=the coefficient for converting he energy value into
the reflectance (the reflectance ratio at the season of
the minimum water stress in a leaf = the ration of
TM5 to TM4 in the theoretical solar radiation
spectrum curve: the representative value=0.2)

2.6.2 NDII(Normalized Difference of Infrared Index):
The NDII is defined as follows;

NDII

TM 4 TM 5
TM 4 TM 5(3)

The NDII is highly correlated to vegetation water content (Hunt,
2004). Both the LWCI and NDII are consisting from TM4 andTM5. The relationship between the two indices in vegetatedarea is quite high, although it somehow depends on groundcover.
2.6.3 Water Indices for NOAA data: Because the NOAAAVHRR does not have middle infrared channel, we tried todevelop an index that is suitable for monitoring water condition
in forest area using NDVI, VTI (modified NDVI) and thermal
data. The steps were as follows;

Figure 1. Water Index Image(1) Step 1 : to develop a suitable linear regression model related
to NDII for Landsat TM (20 Feb. 2002).

3. DISCUSSION

The result showed that the best model was obtained as Eq. (4)NDII 390 1.20NDVI 0.749VTI 1.65CH6

(4)

where
NDVI= Normalized Difference of Vegetation Index
VTI= Modified NDVI
CH6=Channel 6 (Thermal channel)

The LMF processed SPOT-Vegetation data were useful tocreate snow cover map every 10 days.

(2) Step 2 : to apply the linear regression model to NOAA data
(in middle Feb. 2002, LMF-KF processed)
Base on the idea in Step 1, the linear regression model related
to TM-NDII was developed for NOAA-AVHRR. The obtained
equation was Eq. (5)NDII 77.5 4.4 NDVI 2.04VTI 0.014CH 4

The LMF and LMF-KF processing was found useful techniquefor deleting the effect of clouds and other noises for observing
the ground condition in this region. Because the differences ofsensitivity of the AVHRR sensors are also corrected by thismethod, it makes us possible to compare the phenologicalchanges for a long period of time.

(5)(3) Step 3 : to create NOAA water content images
The regression model was applied to each pixel to create theestimated NDII image (Fig.1).

Water content indices were analyzed for Landsat TM andNOAA AVHRR data. A linear regression model was developedfor estimating the water content of vegetation by the NOAANDVI and CH4 (thermal channel). The results show that thecoarse resolution satellite data gives time sequential data by
deleting the affect of clouds and other noises that interrupt theterrain observation. Therefore, these approaches are consideredeffective to reveal the most important environmental condition,such as water and temperature, in forest area.
Because the SPOT-Vegetation has middle infrared data, thewater content index (NDII) is directly created by its own data.
However, because the SPOT-Vegetation does not have thermal
data and NOAA or other satellite data is needed to monitor
surface temperature. Further study on water content index for
NOAA data is still needed with sufficient data comparison with
Landsat data and ground information (meteorologicalinformation).
Because high resolution satellite data are obtained by chance
depending on the weather condition and system management, it

175

The International Archives of the Photogrammetry, Remote Sensing and Spatial Information Sciences. Vol. XXXVII. Part B8. Beijing 2008is quite often difficult to get the appropriate data both inspatially and temporally. The multi-stage monitoring design
with cloud free images shall be useful not only for broadscale but also for local forest cover monitoring in various areas
because of its usefulness of the monitoring efficiency of
seasonal changes.
The combination of NDVI and the Surface Temperature derived
from NOAA with 10 day interval show various information on
ecological characteristics in regional scale (Fig. 2).

Defries,R. S. and J. R. G. Townshend (1994) NDVI- derived
land cover classifications at a global scale. International Journalof Remote Sensing, 15:3567-3586.
Hunt, E.R., B. N. Rock and P.S. Nobel (2004) Measurement ofleaf relative water content by infrared reflectance, Remote
Sensing of Environment, 22:429-435
Justice, C. O., J. R. G. Townshend, B. N. Holben and C. J.
Tucker (1985) Analysis of the phenology of global vegetation
using meteorological satellite data, Int. J. Remote Sensing, 1985,
6(8):1271-1318
Nishiyama, K.(1991) Estimation of time varying spectrum,
Journal of the institute of Electronic, Information andCommunication Engineers, J74-A(6):916-918,
Ricotta, C., G. Avena and A. De Palma (1999) Mapping andmonitoring net primary productivity with AVHRR NDVI timeseries: statistical equivalence of cumulative vegetation indices,
ISPRS Journal of Photogrammetric Engineering and Remote
Sensing, 54:325-331.
Roerink, G. J., M. Menenti and W. Verhoef (2000) Reconstructing cloud free NDVI composites using Fourier
analysis of time series, International Journal of Remote Sensing,
21:1911-1917.
Sader, Steven A., Thomas A. Stone and Armond T. Joyce(1990) Remote Sensing of Tropical Forests: An Overview of
Research and Applications Using Non-Photographic Sensors,
Photogrammetric Engineering and Remote Sensing, 56:13431351
Sawada, Y., N Mitsuzuka and H. Sawada (2005) Developmentof time-series model filter for high revisit satellite data, Proc.
the 2nd International VEGETATION Users Conference, Officefor Official Publication of the European Communities, 83-89
Shabanov, N. V., L. Zhou, Y Knyazikhin, R. B. Myneni and C.
J. Tucker (2002) Analysis of Interannual Changes in Northern
Vegetation Activity Observed in AVHRR Data from 1981 to
1994, IEEE Transactions on Geoscience and Remote Sensing,40(1):115-130

Figure 2. Summation of NDVI whentemperature > 5 C

Viovy, N., O. Arino and A. S. Belward (1992) The Best Index
Slope Extraction (BISE): A method for reducing noise in NDVI
time-series, International Journal of Remote Sensing, 13:15851590.

REFERENCES
Anazawa, M., G. Saito, Y. Sawada and H. Sawada (2002)
Utilization of Leaf Water Content index for Selected Terrestrial
Ecosystem Monitoring using SPOT Vegetation Data, Asian
Journal of Geoinformatics, 3(1):55-62

176

ACKNOWLEDGEMENTS
Names of journals can be abbreviated according to the"International List of Periodical Title Word Abbreviations". Incase of doubt, write names in full.

481

Journal of Advanced Concrete Technology Vol. 6, No. 3, 481-495, October 2008 / Copyright © 2008 Japan Concrete InstituteScientific paper

Probability-Based Maintenance Planning for RC Structures Attacked by
Chloride
Pakawat Sancharoen1, Yoshitaka Kato2 and Taketo Uomoto3
Received 19 February 2008, accepted 27 August 2008

Abstract
There are many uncertainties relating to the deterioration of reinforced concrete (RC) structure, and as a result, the actual degree of deterioration of structures is not uniform. Currently, various safety factors are considered to cover those
uncertainties. This paper proposes a new method for maintenance planning of RC structures degraded by chloride attack
based on probability theory. Prediction models of deterioration caused by chloride attack both before and after repair are
discussed. The effects of crack and macrocell corrosion were considered to accelerate the deterioration in the prediction
model. Surface coating, patching repair, cathodic protection, and combinations thereof were considered as repairing
options. Moreover, the effects of partial and full repair were also considered in the deterioration of the repair system.
The actual variation of structural properties and the environmental conditions obtained from the inspection program
were used directly as input for prediction. By using Monte Carlo simulation, variations of deterioration degree can bepredicted. Based on the prediction result, repair and failure costs are determined and used to design the maintenanceplanning program. Finally, applications of maintenance planning of actual case studies are given as an example.

1. Introduction
Reinforced concrete (RC) structures deteriorate overtime when they are subjected to an aggressive environment. To maintain structural safety and serviceability,
almost all structures need an appropriate maintenanceprogram to be applied during their service life. In 2002,
Japan allocated approximately 13.5 trillion yen, which
is 21.5% of the total construction budget, for the maintenance of the existing infrastructure. The ratio of maintenance budget to the overall construction budget is expected to continuously increase in the future because of
the increasing number of aging structures.
Corrosion of reinforcing steel due to chloride attack is
one of the main mechanisms degrading RC structures.
The expansion of corrosion product causes cracking andspalling of covering concrete. Therefore, maintenance isrequired to prevent corrosion and to repair any damage
that has been observed. In general, the mechanisms ofchloride induced corrosion can be considered as consisting of 4 stages (JSCE 2005a). The initiation stage isdominated by the diffusion of chloride ions from theenvironment toward the surface of the reinforcing steel.
The propagation stage starts when the chloride content

1

Researcher, Construction and Maintenance Technology
Research Center (CONTEC), Sirindhorn International
Institute of Technology, Thammasat University,
Thailand.
E-mail:pakawat@siit.tu.ac.th2
Associate Professor, Institute of Industrial Science,
University of Tokyo, Japan.
3
Professor, School of Engineering, Shibaura Institute ofTechnology, Japan.

at the steel surface exceeds the threshold level at which
corrosion will initiate. Internal pressure is gradually
generated by the corrosion product and finally corrosion
cracks are generated after internal pressure exceeds thetensile strength of concrete. The third stage is the acceleration stage, during which the presence of corrosion
cracks accelerates the deterioration rate. The final stage
is the deterioration stage, during which the load bearing
capacity of the structure is significantly affected. Various prediction models have been proposed for eachstage of deterioration.
JSCE (2005b) regulates durability design to ensure
the durability of structures during their design service
life based on performance based design. In reality, there
are many uncertainties, such as material properties,
structural dimensions, environmental conditions, andthe prediction model. As a result, the degree of deterioration of an actual RC structure is not uniform (Komure
et al. 2002). Traditionally, safety factors are incorporated in design to cover these uncertainties, leading tohigh cost and overdesign of the structure.
During the service life of a structure, maintenance isrequired to ensure that acceptable structural performance is maintained. Various bridge management systems(BMS) have been developed in many countries (Hawkand Small 1998 and Thompson et al. 1998). BMS includes periodic assessment of structural conditions, updating deterioration prediction, and making maintenancedecisions. Most of the current BMS are based on a deterministic prediction model that takes into consideration safety factors or a Markov process that uses a database of the deterioration progress. As a result, predictionof variation in the degree of deterioration of a structure
as observed in the actual structure accurately based on
fixed parameter values in a deterministic model is not

177

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P. Sancharoen, Y. Kato and T. Uomoto / Journal of Advanced Concrete Technology Vol. 6, No. 3, 481-495, 2008

possible. In this study, a method to predict variation in
the degree of deterioration of an RC structure degradedby salt attack both before and after repair is proposed
based on a deterministic model combined with consideration of actual variations in structural properties andenvironmental conditions based on actual inspection
results. Monte Carlo simulation is used to consider theuncertainties. Finally, the predicted degree of deterioration is used to calculate repair and user costs for maintenance planning.

(1

As explained, different deterioration prediction models
have to be considered for different stages of deterioration, and re-deterioration of repairs that have been made.
This section describes the deterioration prediction models used in this study.
2.1 Chloride diffusion prediction model
The penetration of chloride ions into concrete can beconsidered as a diffusion process and therefore can be
described by Ficks second law of diffusion. The most
famous solution used in the analysis of chloride diffusion in concrete is taking the surface chloride concentration as a boundary condition, as shown in Eq. 1.

C 0 1 erfx
2 Dc t(1)

where C(x,t) is the chloride ion concentration at depth x(cm) after time t (years) (% by weight of concrete), C0 is
the surface chloride concentration (% by weight of concrete), Dc is the apparent diffusion coefficient of chloride ions (cm2/year), and erf is the error function. JSCE
(2005b) recommends values for the surface chloride
concentration and chloride diffusion coefficient. In reality, the value of the apparent diffusion coefficient ofchloride ions is time-dependent. Therefore, in this study,
the variation in the surface chloride concentration andthe apparent diffusion coefficient of chloride ions are
obtained directly from the inspection result of the chloride concentration profile. As a result, the timedependent property of the apparent diffusion coefficientof chloride ions is considered as a long-term averagevalue from the inspection results as well as the effect ofconvection on the penetration of chloride ions.
After the chloride concentration at the surface of thereinforcing steel reaches the threshold value, corrosion
is initiated. The threshold chloride concentration depends on various factors such as cement content, type of
cement, and environmental conditions. (Glass andBuenfeld 1997, Taylor et al. 1999, and Whiting et al.
2002). In this study, the threshold chloride concentration
is assumed to vary as a lognormal distribution with amean of 0.05% by weight of concrete and coefficient ofvariation 10% (Enright and Frangopol 1999).

178

4 d s (t )wc

2. Deterioration prediction modelC ( x, t )2.2 Corrosion induced cracking
After the initiation of corrosion, corrosion product isformed and the internal pressure gradually increases
according to the rate of corrosion. As the internal pressure reaches the tensile strength of concrete, cracks are
generated. Li et al. (2006) proposed a model to predict
the width of corrosion cracks, as shown in Eq. 2, basedon a mechanical model and the thick wall cylindermodel proposed by Bazant (1979).

c

a
b

)

(1

c

)

2 bf t
Eef

b
a

(2)

where wc is the corrosion crack width (mm), c is the
Poissons ratio of concrete, is the stiffness reduction
factor, which depends on the average tangential strainover the cracked concrete surface and can be determinedfrom Li et al. (2006), ft is the tensile strength of concrete (MPa), which can be estimated from the reboundhammer test result, Eef is effective modulus of concrete,equals to Ec/(1+ cr) (MPa), Ec is the elastic modulus ofconcrete (MPa), cr is the concrete creep coefficient, a isequal to (D+2d0)/2, b is equal to x + (D+2d0)/2, and D
is the steel diameter (mm), d0 is the thickness of thepore band of the steel and concrete interface (mm),which is the interfacial layer between the steel surface
and the concrete. The pore band has to be completely
filled before pressure can be generated from the rust. Its
thickness is assumed as Liu and Weyers (1998), andds(t) can be determined from Eq. 3.

d s (t )Wrust (t )( D 2d 0 )

1

rust

rust

st

(3)

where rust is the density of corrosion product (kg/m3),
3
st is the density of steel (kg/m ), and rust is a coefficient related to the types of rust products and has avalue in the range of 0.523 to 0.622, based on Liu andWeyers (1998). Also, Bhargava et al. (2005) reported
values of rust of 0.777, 0.724, 0.699, 0.622, and 0.523
for FeO, Fe3O4, Fe2O3, Fe(OH)2 and Fe(OH)3, respectively. In this study, rust is set to be constant and equal
to 0.57 as the average value of different corrosion products. Wrust(t) is a mass of rust product (mg/mm) and canbe determined from Eq. 4 (Liu and Weyers 1998).

Wrust (t )2t0.105 Dicorr (t )

ti

rust

dt

(4)

where icorr is the annual mean corrosion rate including
microcell and macrocell corrosion ( A/cm2). When corrosion is initiated, the corrosion rate should be measured
in order to predict the corrosion cracking time during
the deterioration stage or loss of cross section area ofthe reinforcing steel during the deterioration and acceleration stages by using linear polarization resistance.
For more accurate prediction of structure deterioration,

483

P. Sancharoen, Y. Kato and T. Uomoto / Journal of Advanced Concrete Technology Vol. 6, No. 3, 481-495, 2008

the corrosion rate should be obtained from a series ofmeasurements or through continuous monitoring as the
corrosion rate is affected by the conditions of the concrete structure at the time of measurement, such as
moisture and temperature.
Actual variation in structural performance such asconcrete compressive strength, steel covering depth,
steel diameter, as well as the corrosion rate obtained
from inspection, can be directly considered in the prediction.
The presence of corrosion cracks also accelerates theingress of chloride ions as discussed by Maeda et al.
(2002), Kato et al. (2005) and Islam (2006). By subtracting chloride diffusion in non-cracked concrete fromcracked concrete, Maeda et al. (2002) determined thechloride diffusion coefficient along cracks. Eq. 5 is proposed based on this study. Therefore, chloride diffusionin cracked concrete can be predicted as shown in Eq. 6.
The initial chloride content can also be considered if
chloride is present. However, cracks can be also initiated by other means such as shrinkage, loading, or temperature changes. Therefore, the prediction of various
deterioration mechanisms is very important and should
be conducted and combined with the current study inthe future.
72.4 wc
Dccr

3 10

8

; wc
w

6.086
c

; 0.05 mm
; wc

3150

0.05 mmwc

0.15 mm(5)0.15 mmwhere Dccr is the chloride diffusion coefficient along thecrack (cm2/year). The effect of variation in predicted
corrosion crack width can be seen in the variation ofchloride diffusion along the crack.

C ( x, t )C 0 1 erfx2

Dc

Dccr t(6)

2.3 Re-deterioration of repair system
A number of systems are available to repair an RC
structure degraded by chloride induced corrosion. Basedon the prediction of the deterioration of a concrete structure, different maintenance systems can be planned toensure lifetime performance. Each repair system is associated with different costs and performance, and canbe applied at different stages of the deterioration processwith different effects.
Issues relating to the durability of concrete repair systems are discussed widely by Emberson and Mays
(1990), Emmons et al. (1993), Morgan (1996), and Cusson and Mailvaganam (1996) as many repair systems
show signs of re-deterioration or failure of the system ina short period after repair has been made. In the case ofa structure degraded by chloride induced corrosion, surface coating, patching repair, and cathodic protection
are the systems that are normally applied. Their deterioration prediction models are considered in this study.

2.3.1 Concrete surface coating
The main benefit of surface coating is that it suppresses
the penetration of harmful ions. There are two major
approaches to predict chloride diffusion of concrete withsurface coating (JSCE 2005c). Surface coating can beconsidered as an artificial concrete covering depth. Dueto the very low chloride diffusion coefficient of coating
material, even 5mm of coating thickness is comparable
to 20mm of normal concrete covering (JSCE 2005c).
Another approach is to predict chloride diffusion
through two layers of materials, i.e. coating material andconcrete, as shown in Eq. 7 (JSCE 2005c). In this study,
prediction of chloride diffusion of coated concrete leads
to this equation.

C ( x, t )C 0 1 erf

1x

C s (t )

2 t

Dc

Ds

(7)

where Cs(t) is the thickness of coating material (cm) and
Ds is the chloride diffusion coefficient of the coating
material (cm2/year).
A surface coating material is also gradually degradedby environmental attacks such as UV radiation. Uomoto
et al. (2006) described the deterioration of many surface
coating systems. Cracks, swelling and color changes inthe surface coating material were observed following
exposure of the specimens to a marine environment or
urban outdoor environment. Due to the complex system
and material of the surface coating, a satisfactory deterministic deterioration prediction model has not been
determined yet. The review of a large body of literature
by JSCE 2005c shows the effective protective period of
surface coating to vary in the range of 8 to 26 years.
This study evaluates the service life of surface coatingbased on the recommendation of JSCE 2005c that theeffective thickness of surface coating decrease to 20%
within 20 years after in-service and be ignored as insignificant after 20 years of service as shown in Eq. 8(JSCE 2005c).

Cs (t )

Cs 2 e t

;t

20

0

;t

20

(8)

where Cs is the initial thickness of surface coating (cm)and is a constant equal to 0.029 according to the recommendation of JSCE (2005c).
The coating material can deteriorate owing to various
reasons, both internal and external. Concrete cracks andultraviolet are examples of internal and external causesof deterioration, respectively. Ultraviolet mainly decreases the thickness of the coating material. Cracks canbe form due to cracking at the concrete surface, which
may be caused by loading, corrosion, temperaturechanges, etc. Crack generation in the case of deterioration of the coating material is due to repeated loading
such as cyclic temperature change or cyclic crack opening/closing due to service load. This differs from failure
at ultimate strength and therefore is considered as fa-

179

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P. Sancharoen, Y. Kato and T. Uomoto / Journal of Advanced Concrete Technology Vol. 6, No. 3, 481-495, 2008

tigue failure. Kato et al. (2005) reported resistance ofthe surface coating material against cracking. Many
surface coating materials with different thicknesses
were tested by fatigue loading to determine the crack
width at the concrete surface that will generate cracks inthe surface coating. Kato et al. concluded that crack
formation in surface coating does not depend on thetype of coating material but on the thickness of the coating material. The relation between coating thickness andmaximum resistible crack width of surface coating isshown in Fig. 1 and Eq. 9.

Wcs lim(9)0.8683 C s (t ) 1.7962

where Wcslim is the limit crack width at which the surface coating will be cracked (mm), as shown in Fig. 1,
and Cs(t) is the effective thickness of the coating material after t years (mm). The variation of Wcslim depends
on the variation in the thickness of the coating material.
In this study, the thickness of the coating material is
assumed to be constant. Similarly, after a crack isformed in the surface coating, chloride diffusion along
the crack also has to be considered, as shown in Eq. (6).
2.3.2 Patching repair
Patching repair is a method used to replace localized
areas of concrete that shows signs of deterioration suchas rust liquid, cracking, spalling, or delamination. The
repair process removes loose concrete that has cracks,
spalling, or delamination, cleans the surface of the steel
reinforcement, and then replaces the defective concretewith patching materials. The patching materials normally used are Portland cement concrete, quick-set hydraulic mortar and concrete, and polymer mortar andconcrete. Depending on the chloride diffusion coefficient of the patching material, chloride diffusion can bepredicted with an equation similar to Eq. 1.
Many patch repairs and their surrounding areas exhibit new corrosion damage after a few months to a year
(Qian et al., 2006; Uomoto et al., 2006). In patch repair
systems, the patched area and the substrate areas provide the embedded steel bars with dissimilar electrochemical environments. Imbalance of electrochemical
potential is caused by many factors including physical432

y = 0.8683x + 1.7962
R2 = 0.5567

1

properties (density, porosity, and permeability), andchemical composition (chloride content and oxygen
content). Nanayakkara and Kato (2007) also revealed
that corrosion of reinforcing steel is mainly found inpatch repaired area. This may be due to physical incompatibility such as permeability between the patchingmaterial and concrete substrate. Pruckner and Gjorv(2002) determined that the macrocell corrosion current
can be simply determined by Ohms law as shown in Eq.
10.

I mac

0

0.2

0.4

0.6

0.8

1

1.2

1.4

Coating thickness, mm

Fig. 1 Relation between surface coating thickness andthreshold crack width.

180

RC

(10)

where Imac is the macrocell corrosion current (A/cm2),
U is the corrosion cell voltage (V), RE is the concrete
resistance ( /cm2), Rst is the reinforcing steel resistance( /cm2), RA is the anodic reaction resistance ( /cm2),
and RC is the cathodic reaction resistance ( /cm2). Feliu
and Gonzalez (1989) reported that the polarization resistance of steel in concrete without chloride (cathodic
reaction) and with chloride (anodic reaction) is in therange of 105-106 /cm2 and 103-104 /cm2, respectively.
Anodic reaction resistance and cathodic reaction resistance depend on the condition of the steel surface. For
example, if the steel surface is no depassivated, the anodic resistance is infinite. If no oxygen is available, thecathodic resistance is infinite. In the deterioration stage,corrosion is ongoing. Therefore, the resistance of theanodic area (anodic resistance) is significantly lower
than the resistance of the cathodic area (cathodic resistance) and concrete. Thus, anodic resistance can be neglected from Eq. 10 as well as the resistance of reinforcing steel, which is very low by nature. Concrete resistance can be measured directly as explained by Feliu
and Gonzalez (1989). In this study, cathodic resistanceis assumed to be 100,000 /cm2 and concrete resistanceto be 600 /cm2 based on experimental results obtained
by Feliu and Gonzalez (1989).
Corrosion cell voltage ( U) is caused by the electrochemical potential difference between the existing concrete and repair patch (Gu et al., 1997) due to different
chloride concentrations and permeability. The electrochemical potential at the reinforcing steel surface can bemeasured relatively by the half-cell potential method.
Suzuki et al. (2007) measured the half-cell potential ofsimilarly treated ordinary Portland cement concrete
specimens cast with different chloride content. Figure 2
shows the half-cell potential results. An empirical equation is proposed to estimate the half-cell potential atdifferent chloride concentrations in concrete, as shownin Eq. 11.

Uc

0

RE

U
Rst RA

953.1 C ( x, t ) 7.9921(11)

where Uc is the half-cell potential of reinforcing steel in
OPC concrete (mV) and C(x,t) is the chloride ion concentration in concrete at the steel surface at time t (% byweight of concrete).

485

P. Sancharoen, Y. Kato and T. Uomoto / Journal of Advanced Concrete Technology Vol. 6, No. 3, 481-495, 2008

The half-cell potential of reinforcing steel when using
polymer modified mortar as the patching material isdifferent from that in OPC concrete. Specimens madefrom patching material as described by Nanayakkara(2006) were measured for their half-cell potential, andthe results are shown in Fig. 3. Similarly, the equation
to estimate the half-cell potential at different chloride
concentrations is shown in Eq. 12. The half-cell potential depends largely on the type of material. The specificequation of each material should be obtained before
considering macrocell corrosion and the applied method
proposed in this study.

Up

313.84 C ( x, t ) 277.65

of the systems is between 5 and 35 years, as shown in
Table 1 (SHRP 1993a).
100
0
-200
-300
-400
-500
-600
0

(12)

where Up is the half-cell potential of reinforcing steel inpatching material (mV), and C(x,t) is the chloride ion
concentration in concrete at the steel surface at time t(% by weight of concrete). The comparison of the calculated macrocell corrosion current based on Eq. 10 andthe measured corrosion current conducted by Nanayakkara (2006) is shown in Fig. 4 at different chloride concentrations between the existing concrete and the repaired section. Although a trend of increase in the macrocell corrosion current with increasing chloride concentration can be seen in both the measured and calculated results, differences between the measured and calculated results can be observed. The corrosion current isaffected by many factors such as temperature, the moisture condition of specimens, etc. For more accurate prediction of the macrocell corrosion, the corrosion rateshould be obtained from a series of measurements or
through continuous monitoring as the corrosion rate isaffected by the conditions of the concrete structure at
the time of measurement, such as moisture and temperature. The macrocell corrosion calculation principle isapplicable but Eqs. 11 and 12 should be modified in the
future when more data on the long-term monitoring ofmacrocell corrosion becomes available.
2.3.3 Cathodic protection
Cathodic protection is one of the most common andeffective methods for corrosion control of steel reinforced concrete. Cathodic protection controls the corrosion of steel in concrete by applying an external sourceof direct current to the surfaces of the embedded steel.
Depending on the type of anode system, the service lifey = -953.1x - 7.9921
2
R = 0.9448

-100

0.1

0.2

0.3

0.4

0.5

0.6

Chloride concentration, % by weight of concreteFig. 2 Half-cell potential at different chloride concentrations in OPC concrete specimens.
100
0
-100

y = -313.84x - 277.65
2
R = 0.4407

-200
-300
-400
-500
-600
0

0.05

0.1

0.15

0.2

0.25

Chloride concentration, % by weight of concreteFig. 3 Half-cell potential at different chloride concentrations in patching repair material.
3
2.5

ExperimentCalculation

2
1.5
1
0.5
0
0

0.05
0.1
0.15
0.2
Different in chloride concentration, % by weight ofconcrete

0.25

Fig. 4 Comparison between experimental measured
macrocell corrosion current and calculation result.

Table 1 Estimated service life of cathodic protection system.

Anode system
Coke-asphalt overlay
Slotted conductive polymer grout
Mounded conductive polymer withconcrete overlay
Titanium mesh with concrete overlay
Titanium mesh with shotcrete
Conductive paint
Sprayed zinc

Structure protected
Decks
Decks

Estimated service life, years
20
15

Decks

20

Decks
Substructures
Substructures
Substructures

35
35
5
15

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During the effective period of the cathodic protection
system, the corrosion current of the reinforcing steel isneglected even though the chloride concentration ishigher than the threshold concentration. When the cathodic protection system is ineffective, the corrosion
current is similar to no protection RC structure, as
shown in Eq. (13).

icorr (t )

0

;t

teff

icorr

;t

teff

(13)

where icorr(t) is the corrosion current of reinforcing steel
at time t ( A/cm2) and teff is the effective service life of
the cathodic protection system (year).

3. Probability-based deterioration
prediction model
Due to the high level of uncertainty that exists in reality,
it is difficult to predict the degree of deterioration of RC
structures with certainty. Moreover, in practice, limited
data and incomplete knowledge about the parameters
used in the prediction model, and the varying nature ofenvironmental conditions introduce a degree of uncertainty in prediction results. Instead of considering safety
factors, a probability-based model is used in this study
to directly consider uncertainties. Monte Carlo simulation is one of the methods used to deal with probabilitybased simulation and it is used in this study.
Monte Carlo simulation (Fishman 1995) uses generated random numbers and probability statistics samplingof uncertainty variables to provide approximate solutions to a variety of mathematical problems. The valuesof parameters are randomly generated based on the determined probability density function of each parameterand used in the prediction model. Therefore, variations

in deterioration degree can be predicted. Table 2 lists a
sample of the various parameter values used in prediction from the literature (Nowak et al. 1994, Liu andWeyers 1998, Enright and Frangopol 1999, and JSCE
2005b). In reality, actual variation of parameters asshown in Table 2 can be obtained directly by inspecting
the target structure before conducting maintenanceplanning. Due to the variation of parameters used in
prediction models, variation of prediction results can beseen in Figs. 5 and 6 for the chloride content at the steel
surface and the corrosion crack width at the concretesurface, respectively. Because the distribution functionof input parameters differ( log-normal, normal, or constant) as shown in Table 2, and a random numbers is
generated independently for each distribution functionof input parameters, the prediction results shown in Figs.
5 and 6 show unique distributions. The distribution ofprediction results can be used to further estimate theamount of repair and the repair cost.
3.1 Probability of Damage
The probability of damage is defined as the probability
that the limit state of a system will be violated after time
period t. In order to determine the probability of damage,a limit state function has to be defined. Generally, alimit state function can be defined in terms of system
resistance against applied load over time in different
ways. In this study, the corrosion crack width is considered as a limit state. Therefore, the probability of damage is the probability that the corrosion crack width will
be larger than the limit crack width. The crack width islimited as the deterioration of RC structure accelerates
in the presence of cracks. JSCE (2005b) regulates theallowable crack width as shown in Table 3. The limit
state function is shown in Eq. 14.

Table 2 Random variables of parameters.

x
Dcl

Type ofdistribution
Log Normal
Log Normal

Clim

Log Normal

Cs

Log Normal

D
fc
icorr
d0

NormalNormalConstant
Constant
Constant
Constant
Constant
Constant
Constant
Constant

Parameter

rust
rust
st

Ec

cr
c

182

Mean
38.1 mm1.29 cm2/year
0.05 % by weight ofconcrete
0.20 % by weight ofconcrete
1.6 cm35.1 MPa
2 A/cm2
12.5 m0.573600 kg/m3
7850 kg/m3
30.1 GPa
1.1
0.20

Coefficient ofvariation
0.05
0.1
0.1

Reference

Enright and Frangopol(1999)

0.1
0.015
0.18
-

Nowak et al. (1994)

Liu and Weyers (1998)

JSCE (2005b)

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30

30

25

25

20

20

15

15

10

10

5

5

0
0

0.02

0.04

0.06

0.08

0.1

0.12

0.14

0
0

Chloride concentration, % by weight of concrete

0.5

1

1.5

Crack width, mm

Fig. 5 Distribution of chloride concentration at steel surface after 10 years.

Fig. 6 Distribution of corrosion crack width after 10 years.

Table 3 Permissible crack width.

Type of steel
Deformed and Plain bar
Prestressed steel
C = covering depth (mm)Z x (t )Wc lim Wc (t )Normal
0.005C0.004C(14)

where wclim is the allowable crack width (mm) as shownin Table 3, and wc(t) is the corrosion crack width at timet (years) (mm).
Individual random variables required in prediction byMonte Carlo simulation are generated. The value of thelimit state function at time t, Z(t), is evaluated for N
times. The whole life performance of a deteriorating
structure can be characterized by finding its probabilityof damage over the lifetime interval (0, T] as shown in
Eq. 15.

Pf (t )N f (t )N(15)

where Pf(t) is the probability of damage at time t, Nf(t)is the number of evaluations where Z(t) < 0, and N is
the total number of evaluations.
The effect of cracking due to drying shrinkage, thermal cracking since the beginning of the service life of
the structure, or corrosion cracking after the structure
entered service can be considered in the prediction of
the probability of damage. After cracking is initiateddue to corrosion, the rate of chloride diffusion is accelerated. Therefore, the probability of damage increases
faster after initiation of corrosion cracking after year 7
compared to when cracking is not considered, as shownin Fig. 7. Moreover, the effect of macrocell corrosion
also increases the probability of damage. As shown in
Fig. 7, considering initial crack does not significantly
affect the result of probability of damage.
3.2 Effect of repair on probability of damage
After repair has been conducted, the performance of theEnvironmental condition
Corrosive
Severely corrosive
0.004C0.0035C-------------

1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0

Not considering crack
Considering crack
Considering crack without macrocell
Considering initial crack

0

20

40

60

80

100

120

Time, year

Fig. 7 Effect of crack on probability of damage due tocorrosion crack width.

repaired section normally recovers to the nondeteriorated condition, and the durability of the repaired
section is normally improved, whereas non-repaired
sections continue to deteriorate. There is also a difference in the deterioration rate of non-repaired and repaired sections. In this study, differences in the deterioration rates of repaired and non-repaired sections arealso considered.
In this section, the parameters listed in Table 2 areused for the calculation of structural performance, andthe chloride diffusion coefficient of the patching material is 0.1 cm2/year. Figure 8 shows a comparison of theprobability of damage between fully recovered and partially recovered repaired sections. The target structure
was divided into 1000 sections and the degree of deterioration was determined for each divided section. The
number of sections that fail at the limit state and needrepair can be calculated based on the variation in inspection results as discussed in section 3.1. The macrocell corrosion current is affected by the number of re-

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paired sections as the result of differences in chloride
content between repaired and non-repaired sections. In
the case of 100% recovery, this means all divided sections of a structure are assumed to have been recovered
to the initial condition (0% chloride content) after repair
at year 40 has been conducted. While in the case of partial recovery, this means that only the divided sections
that need repair at year 40, which account for 40% of
the structure as shown in Fig. 8, have recovered to theinitial condition (0% chloride content). The chloride
content of the remaining 60% of structures that have notbeen repaired remains undiminished and continues increasing. As shown, the probability of damage of partially recovered cases re-deteriorates faster than that of
100% recovered. The effect of each repairing method
considered in this study on the probability of damage isdiscussed in the next section.
3.2.1 Concrete surface coating
Figure 9 shows the effect of the surface coating thickness on the probability of damage due to corrosion
crack width. As shown, the probability of damage decreases as the thickness of the coating layer increases
during the service life of the surface coating. In the caseof a thin surface coating, the probability of damage increases before the end of the service life of the surface
coating because the surface coating develops cracks
before the end of the service life.
3.2.2 Patching repair
The probability of damage of a patching repair systemdepends on the performance of patching repair, which ismainly affected by the chloride diffusion coefficient andmacrocell corrosion. Figure 10 shows the effect of different diffusion coefficients of chloride ions of thepatching material on the probability of damage. As thechloride diffusion coefficient of the patching material
decreases, the probability of damage of the corrosion
crack width also decreases following repair because thelower chloride diffusion of the repair material can decrease the rate of re-deterioration of the repaired section.
3.2.3 Cathodic protection
As cathodic protection can prevent corrosion of reinforcing steel due to applied current, the system has aneffective service life. In this section, the parameterslisted in Table 2 are used in calculation of structural
performance and 20 years is used as the service life of acathodic protection system. The chloride diffusion coefficient of the patching material is 0.1 cm2/year and thethickness of the coating material is 2 mm. The structure
is assumed to be repaired at year 40 by different repair
methods. The effect of the cathodic protection systemon the probability of damage due to corrosion crack
width is shown in Fig. 11. This figure shows also a
comparison between cathodic protection and other repair methods. As shown, following repair of the structure at year 40 using different repair methods, the prob-

184

1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0

100% recovery
Partial recovery

0

20

40

60
Time, year

80

100

120

Fig. 8 Effect of recovery condition on probability of damage due to corrosion crack width.

1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0

No coating
1 mm

0

20

0.5 mm2 mm

40

60
Time, year

80

100

120

Fig. 9 Effect of coating thickness on probability of damage due to corrosion crack width.

1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0

0.0001 sq.cm./year
0.01 sq.cm./year
1 sq.cm./year

0

20

40

0.001 sq.cm./year
0.1 sq.cm./year
Original concrete

60

80

100

120

Time, year

Fig. 10 Effect of chloride diffusion coefficient of patchingmaterial on probability of damage due to corrosion crack
width.

ability of damage of repair by cathodic protection is thelowest among the various repair methods. After the effective period of cathodic protection, the probability ofdamage increases rapidly after cathodic protection system failure because there is no longer protection against
chloride penetration. Application of cathodic protection
with surface coating can minimize the probability ofdamage even after the failure of the cathodic protection
system.

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1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0

CP
Patching
Coating+Patching
CP+Coating

0

20

40

60

80

100

120

Time, year

Fig. 11 Effect of cathodic protection on probability ofdamage due to corrosion crack width.

4. Maintenance planning
The general goals of engineering design are maximizing
the utility of a structure while simultaneously minimizing its life-cycle costs, which actually include the costs
for developing, manufacturing, and maintaining thestructure. This task is complicated by the inherently
non-deterministic nature of the structure itself and theenvironmental conditions to which it is exposed. Also,
many maintenance methods presenting different costs
and performance are available. Together with the probability-based deterioration prediction model, the maintenance program has to be economically planned. Life
cycle cost evaluation is one of the economical tools that
can help decision makers determine the most suitable
plan. The repair method and its schedule can be planned
based on the method proposed in this study.
4.1 Life cycle cost calculation
Life cycle cost can be classified mainly into agency
direct cost and user cost. Agency direct cost includes all
costs incurred directly by the agency over the life of the
project such as construction cost, inspection cost, andrepair cost. User cost consists mainly of cost of traffic
delay or detour of users of that facility. Failure cost due
to loss of life or property is also considered to be part ofuser cost. In this study, life cycle maintenance cost is
considered to consist mainly of the repair cost, user cost,and failure cost.
4.1.1 Repair cost
In order to determine repair cost, information on thecost of repair and the expected quantity of repair have tobe determined for each repair method as shown in Eq.
16.

E Cri ,tni 1

Crf ,iCrv ,i pi ,t(16)

where E[Cri,t] is the expected cost of repair ith at time t,
Crf,i is the undiscounted fixed repair cost of repair ith,
Crv,i is the undiscounted variable repair cost of repair ith,and pi,t is the quantity of repair ith at time t.

In this study, surface coating, patching repair, and cathodic protection are considered as the available repair
methods. Their costs of repair can be determined from
historical cost data. Fixed cost, variable cost, and annual
maintenance cost are defined, as follows. Fixed cost is
repair cost that does not depend on the quantity of repair.
It is the minimum amount of resources that have to be
used in order to conduct one repair such as the cost ofheavy equipment, office space, etc. Variable cost is repair cost that depends on the quantity of repair such as
single-use items, material, and labor. In some repair
methods such as cathodic protection, the annual maintenance fee includes electricity including power used forsystem monitoring is also a factor. Historical data of theStrategic Highway Research Program (SHRP) is used as
the repair cost data in this study. SHRP (1993b) reported
cost information of surface coating and patching repair.
SHRP (1993c) reported cost information of various cathodic protection systems. A sample of the cost data isshown in Table 8. The quantity of repair is determinedfrom the deterioration prediction result based on probability-based model explained in the previous section.
4.1.2 User cost
User cost is made up of added vehicle operating costs
and delay costs to highway users resulting from the deteriorated condition of the structure. In this study, timeloss due to increased travel time of users along the deteriorated target structure and loss of life and property ofusers due to structural failure are considered. Note thatdifferent user costs should be considered for different
types of structures.
User loss time is the difference between the travel
time of users along a healthy structure and deteriorated
structure, as shown in Eq. 17.

tloss (t )

Dist
v Vi

Dist
Vi

(17)

where tloss(t) is the time loss of user (min), Dist is thetravel distance of users along the target structure, Vi isthe designed travel speed along the target structure, andv is the reduction ratio of travel speed of users along
the deteriorated structure and can be determined from
Eq. 18 obtained from the relation between the average
speed and the ratio of current volume of users to capacity of the structure (New Jersey Department of Transportation 2001). Note that maintenance planning should
use local information, if available, for appropriately
determine the maintenance plan. In this study, resultsfrom the USA and Japan are used as examples as there
is a shortage of user cost information in Thailand. However, this data from the USA and Japan is not actually
appropriate for Thailand. Local information on the designed capacity of traffic volume and reduction of traffic
volume at each level of structural deterioration should
be collected and used in Eq. 18, as well as the local user
cost, shown in Table 4, in the future.

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Vol (t )0.7143Voli

20.2381

Vol (t )
Voli

0.019

(18)

where Voli is the designed capacity of traffic volume of
the target structure (vehicles/hour) (in this study 2200
vehicles/hour (New Jersey Department of Transportation 2001) is used), and Vol(t) is the maximum capacityof traffic volume of the deteriorated structure at time t(vehicles/hour), which can be determined from Eq. 19.

Vol (t )Voli

p f (t ) Voli Volmin(19)

where pf(t) is the probability of damage due to crack
width at time t, and Volmin is the minimum capacity of
traffic volume along the fully deteriorated structure.
The Study Group on Road Investment Evaluation(2000) has determined the time value of road users, as
listed in Table 4. Therefore, user cost can be calculated
based on the expected volume of users and predicted
time loss of users.
4.1.3 Net present value
In order to compare life cycle cost along the service lifeof the structure, it is important to convert the value ofmoney at different times to a common point in time.
Present value (PV) uses an appropriate discount rate todetermine the value of future costs at present time, as
shown in Eq. 20.

PVLCC

n

E Cr , i t
1 r

i 1

Cf t
ti

tual RC structures attacked by chloride induced corrosion were selected for application of the methods proposed in the previous section. Two structures, one representative of a bad quality structure and the other of agood quality structure, were selected. In the case of agood quality structure, emphasis is placed on structural
durability starting from the design phase, such as increasing covering depth, specifying a selective mineraladmixture to improve the durability of the concrete material, and good quality control of construction. The
background information of the selected structures isgiven in Table 5. Figures 12 and 13 show the locationand pictures of the structures. An inspection program
was conducted to determine variations of structuralproperties such as covering depth, chloride diffusion
coefficient, and compressive strength. Variation of deterioration degree was predicted and maintenance planning was proposed based on the expected life cycle cost.
Note that the two structures have different ages in service. Thus, the older structure may show higher compressive strength due to full hydration and the younger
structure may show a higher apparent chloride diffusion
coefficient due to a lower degree of hydration. Inspection should be periodically conducted during the service
life of each structure. Inspection results should be used
to predict the structural performance during different
periods.

Bangkok(20)

where PVLCC is the present value of life cycle cost,
E(Cr,i(t)) is the expected cost of repair ith at time t, Cf(t)is the failure cost at time t, and r is the discount rate.

Bad

5. Case studies

Good

In order to demonstrate the application of the maintenance management program proposed in this study, ac-Fig. 12 Area of inspection.

Table 4 Time value of user.

Vehicle class
Passenger car
Bus
Small truck
Ordinary truck

Time value (yen/vehicle-minute), (US$/vehicle-minute)Weekday
Holiday56 (0.54)
84 (0.80)
496 (4.75)
744 (7.12)
90 (0.86)
90 (0.86)
101 (0.97)
101 (0.97)
Table 5 Information of inspected structures.

Case
Bad
Good

186

Province
Samutprakan
Chanthaburi

Location
Latitude1330 05.62 N
1329 12.81 N

Longtitude10046 11.05 E
10203 38.20 EYear ofconstruction
1963
2005

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Fig. 13 Picture of actual inspected structure (a) Bad quality (b) Good quality.

5.1 Inspection program
Sancharoen et al. (2006a) revealed that parameter variables, including steel covering depth, chloride diffusion
coefficient, surface chloride content, and concrete compressive strength, significantly affect the performance ofRC structures against chloride attack as well as the prediction result of maintenance planning. Therefore, theinspection program conducted in this study was mainly
focused on determining the random variable of theseparameters, as explained below. The total numbers ofsamples of each inspected item are listed in Table 6.
The covering depth of reinforcing steel was measured
by a rebar detector based on the principle of the electromagnetic method. Only concrete with a smooth surface was inspected. Then all of data were collected together for each structure to finalize their variations.
The chloride diffusion coefficient and surface chloride content were calculated from the profile of chloride
content. Samples of concrete powder were collected onsite using a drilling machine with a 14 mm diameter
drilling bit based on the method of JSCE-G573. Sample
powder was collected from three adjacent holes withdepths of 0-2cm, 2-4cm, 4-6cm, 6-8cm, and 8-10cm
from the surface to minimize the effect of aggregate size.
Samples were collected not only at the same level fromsea level but also at different heights in order to determine the effect of height from the sea level. The total
chloride content of the powder was measured based on
the method of JCI-SC4. Then the chloride diffusion coefficient and surface chloride content were calculated
from the profile of chloride content. The number ofsamples for chloride analysis was limited owing to difficulty and high resource consumption. The averagevalue was used from the inspection result but variation

was assumed to be equal to variation of concrete properties measured by rebound hammer and normal distribution was used as the distribution type, as shown in Table
7.
Concrete compressive strength was measured by rebound hammer. Although there are other NDT methods
such as the air permeability test, the rebound hammer isstill one of the most convenient methods. Twenty points
were tested for one sample set. Only smooth concretesurfaces were tested. As currently in Thailand there is
no available formula to relate rebound number to compressive strength, concrete compressive strength can becalculated from the rebound number as shown in Eq. 21(JSCE 2005d). The calculated compressive strength is in
the range of the strength class normally used in Thailand.

fc

(21)

18 (1.27 RN )where fc is the concrete compressive strength (MPa)and RN is the rebound number.
5.2 Inspection results
By the goodness-of-fit test, the most suitable distribution type and its parameters to inspected data were selected based on the chi-square goodness-of-fit test. The
distribution type, its parameters, mean value, and coefficient of variation are reported in this section. Table 7
lists the inspection results of covering depth, surface
chloride content, chloride diffusion coefficient, and concrete compressive strength of both structures. As a result,actual variation of inspection results can be consideredin the prediction model. Normally, higher variation of
the inspection results at the same average value caused
the structure to deteriorate faster. The effects of degree

Table 6 Number of collected samples.

Case
Bad
Good

Covering depth
916
334

Chloride analysis
3
6

Rebound hammer
252
1493

187

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Table 7 Inspection result.

Parameters
Covering depth
Chloridediffusioncoefficient
Surfacechloride content
Compressive
strength

Case

Specified value

Bad

50 mm

24.21 mm

Good

75 mm

88.34 mmBad-1.34 cm2/year

Good

-

0.92 cm2/yearBad-

8.71 kg/m3

Good

-

8.36 kg/m3

Bad

24 MPa

34.30

Good

30 MPa

34.97

Mean

Inspection result
COV, %
Distribution
Gamma
38.69
(3.25, 5.08)
Weibull
22.30(6.69, 120.47)
Normal18.35(1.34, 18.35)
Normal19.89(0.92, 19.89)
Uniform(7.14, 11.17)
Uniform(3.95, 14.39)
Extreme value
18.35(38.10, 5.58)
Extreme value
19.89(39.35, 6.60)

Table 8 Conclusion of performance and cost of repair option.

No.

Method1

Patching
Patching

2

3

Surfacecoating
Patching
Cathodic
protection

Performance
Mean

COV

Dp = 0.175
20%cm2/year
Dp = 0.175
20%cm2/year
Cs = 0.5 mm
Cs = 10%
Ds = 1.0E-3
Ds = 10%2
cm /year
Dp = 0.175
20%Titanium mesh
(Service life 30 years)of variation of the inspection result are discussed by
Sancharoen et al. (2006b). Other parameters used in
prediction are from the literature (Nowak et al. 1994,
Liu and Weyers 1998, Enright and Frangopol 1999, and
JSCE 2005b), as shown in Table 2.
5.3 Maintenance planning
In this section, an example of a maintenance planning
program for selected structures is given based on theactual inspection results of each structure. The service
life of structures is considered to be 100 years. Therefore, there are 53 and 99 years of service life left for thebad and good structure, respectively. The life cycle costsof the remaining service life of different maintenanceinterventions are optimized and compared, using the 0%
discount rate. The maintenance method with the lowest
life cycle cost is considered as the most suitable option.
The applicable interventions to maintain the structuresconsidered in this study are shown below as examples.

188

Fixed cost, US$

Variable
cost,
US$/m2

Annualcost,
US$/m2

1500

200

-

1500

200

-

500

200

-

1500

200

-

6500

150

2.5

As patching repair and surface coating are the most frequently applied repairing methods in Thailand, they are
considered in this study. Moreover, cathodic protectionis also considered for comparison purposes. Combinations of different repairing methods are also considered,such as the combination of patching with surface coating or cathodic protection.
Patching: Corrective maintenance through removalof chloride contaminated concrete and execution ofpatching repair as shown in Table 8 after the limit
corrosion crack width was reached.
Patching and surface coating: Preventive and corrective maintenance by initial coating of overallsurface of structure, and removal of chloride contaminated concrete, patching of repaired materialand surface coating as shown in Table 8 after limit
corrosion crack width was reached.
Patching and cathodic protection: Corrective maintenance by removal of chloride contaminated con-

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crete, patching of repaired material and cathodic
protection as shown in Table 8 after limit corrosion crack width was reached. As there are various
systems of cathodic protection, cathodic protection
with a service life of 30 years is selected for application in this section.
Figures 14 and 15 show the probability of damage
and life cycle cost in US$ of the bad quality structure
following repair by different methods using the 0% discount rate. Only the schedule of repair that results in thelowest life cycle cost is shown in Fig. 15. As shown, thelife cycle cost of the repaired case is significantly lower
than the no repair case due to failure cost decreases. For
the bad quality structure, 2 times patching with cathodic
protection repair at year 49 and 79 shows the lowest life
cycle cost even though the initial repair cost is higher
than the other two options.
For the good quality structure, due to its designed
covering depth having been increased to improve resistance against chloride attack, the probability of damage
due to corrosion cracking is very low throughout theservice life of the structure, as shown in Fig. 16. Therefore, repair is actually not necessary throughout the remaining service life of the structure. As shown in Fig.
17, the lowest life cycle cost of the good quality structure is the case without repair because failure is not significantly in this structure.

1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0

No repair
Patching
Patching + Coating
Cathodic protection

0

20

40

60

80

100

120

Time, year

Fig. 16 Probability of damage of good quality structurewith different repair methods.
9000

No repair
Patching
Patching + Coating
Cathodic protection

8000
7000
6000
5000
4000
3000
2000
1000
0
0

20

40

60

80

100

120

Time, year

Fig. 17 Life cycle cost of good quality structure with different repair methods.

1.2

No repair
Patching + Coating

1

Patching
Cathodic protection

0.8
0.6
0.4
0.2
0
0

20

40

60

80

100

120

Time, year

Fig. 14 Probability of damage of bad quality structurewith different repair methods.
350000No repair
Patching
Patching + Coating
Cathodic protection

300000250000200000150000100000
50000
0
0

20

40

60

80

100

120

Time, year

Fig. 15 Life cycle cost of bad quality structure with different repair methods.

6. Conclusion
As an alternative to the current method of maintenanceof RC structures based on safety factors, this study proposed a method of maintenance planning based on
variations of actual inspection results and probability
theory to predict variations of deterioration degree ofRC structures and life cycle cost of maintenance. Therefore, not only the average value of inspection results isused in prediction but also their variations. The effectsof cracks, macrocell corrosion, partial repair, and performance of different repair methods are considered indeterioration prediction. Therefore, time dependent
variations of damage can be determined and repairing
cost can be also estimated. The life cycle cost is calculated and maintenance planning can be decided based on
optimization of the life cycle cost. The results show thatthe good quality structure requires lower maintenancecost during its service life compared to the bad quality
structure.
In the future, besides salt attack, other deterioration
mechanisms should also be considered for deterioration
prediction. Moreover, prediction of damage location
should also be considered in order to minimize the needfor another inspection program for damage when repair
has to be conducted. Further, more information on performance and repair cost is required for accurate determination of the repair method.

189

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P. Sancharoen, Y. Kato and T. Uomoto / Journal of Advanced Concrete Technology Vol. 6, No. 3, 481-495, 2008

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Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, June 2008 / Copyright © 2008 Japan Concrete Institute317

Scientific paper

Flexural Behavior of Corroded RC Members with Patch Repair Experiments & Simulation
Raktipong Sahamitmongkol1, Siam Suwathanangkul2, Porntep Phoothong2, and Yoshitaka Kato3
Received 30 November 2007, accepted 26 April 2008

Abstract
Structural performance of RC repaired by patching method was experimentally investigated and compared with noncorroded as well as corroded RC. Two repair materials; namely, polymer-modified mortar and epoxy-based repair material was applied for the repair work. The mechanical properties as well as the bonding characteristics of these two repair
materials are different. It was found that the polymer-modified mortar can partially restore the structural performance
while the more ductile epoxy-based repair material strengthen corroded RC structure so that its ultimate load carrying
capacity is beyond that of non-corroded RC.
The numerical analysis was conducted to reproduce the structural performance of repair RC observed by incorporating
experimentally measured properties of repair materials. The bonding characteristic between repair materials and baseconcrete is represented by basic Coulomb friction model. The proposed concept of analysis shows satisfactorily accurate results which match well with experimental findings.

1. Introduction
Deterioration of concrete structure is a serious problem
which may drastically degrade both load-carrying capacity as well as serviceability of the structure. Among
different deteriorations, the corrosion of reinforcing bar
is one of the most widely found deterioration. The corrosion reduces cross sectional area of reinforcing bar aswell as induces corrosion cracking which destroys thebonding between concrete and reinforcing bar. It wasreported that, when degree of corrosion increases, theultimate strength of steel bars as well as the corresponding elongation of the bar before failures decreases (Almusallam 2001). The bonding between reinforcing bar
and concrete is affected by the corrosion. With relatively low level of corrosion, reinforced concrete exhibited better bonding characteristics; however, the bonding capacity decreases when weight loss is greater than
4% and the loss of bonding capacity is substantial when
the corrosion cracks forms (Almusallam et al 1996).
The corrosion can also severely degrade ultimate load
carrying capacity as well as ductility of RC (Uomoto
and Misra 1984). Toongernthong and Maekawa (2005)
studied structural performance of corroded RC undershear load and reported that the loss of bond caused bycorrosion crack may change failure mode of RC and

1

Construction & Maintenance Technology ResearchCenter (CONTEC), SIIT, Thammasat University,
Thailand.
E-mail:sahamit@siit.tu.ac.th2
Graduate Student, Asian Institute of Technology (AIT),
Thailand.
3
International Center for Urban Safety Engineering(ICUS), IIS, the University of Tokyo, Japan.

192

capacity of anchorage performance as well as thestrength in shear span. The brittle failure by buckling ofcompression reinforcement may also be induced if thecorrosion of compression reinforcement takes place(Uomoto and Misra 1984).
Remedial action is necessary not only to maintainsafety and serviceability of the deteriorated structure but
also to extend its service-life. The patching repair
method is recommended as an appropriate method for
the RC members which are in the corrosion acceleration
period as well as the deterioration stage (JSCE 2001).
There have been some researches on the performance of
RC in both structural as well as durability aspects(Shash 2005; Nounu et al 1999). It is generally acceptedthat the response of the repair system to the changes
exerted by the repair must be understood for design andconstruction of durable concrete repair (Emmons andVaysburd 1995). Satisfactory compatibility of repairing
materials to base concrete structure in both structural
performance and durability aspect must be ensured.
There are several factors affecting the performance ofRC structure repaired by patching method. Effect ofrebar cleanliness, surface preparation of base concrete,
and mechanical properties of repair materials and patching area have been experimentally investigated (AlDulaijan 2002; Nagataki et al 1987; Nagataki et al1990). The structural performance of RC repaired bypatching method is highly related to the mechanicalproperties of repair materials as well as their bonding
characteristics with base concrete. In addition, it is expected that the structural behavior of RC repaired bypatching method changes with the geometry of the repaired area. However, there is still no general methodology to analyze the structural behavior after repair precisely.
This study is therefore an attempt to investigate the318 R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

structural performance of RC repaired by patching
method as well as the mechanical properties of repair
materials and conduct some numerical analysis to reproduce the observed performance by finite element
method incorporating bond element. Corrosion of reinforced concrete specimen is induced by galvanic acceleration process. The repair procedure is controlled to be
as similar to the practical operation as possible. Two
different repair materials; namely, polymer-modified
mortar and epoxy-based repair material was selected forthe study since these two materials are commerciallyavailable and possess different mechanical properties.

2. Methodology
2.1 Experimental plan
Flexural behavior of corroded RC members and repaired members are investigated and compared with theflexural behaviors of control RC specimens. The tested
specimens consisted of two undamaged RC members,
three corroded RC members and six repaired RC members. Specimens were initially given a load until transverse cracking takes place. The corrosion was inducedby accelerated galvanic corrosion until longitudinal corrosion cracks became observable. The corrosion acceleration process was stop when the degree of corrosion
was approximately 2.5%. The corroded specimens werethen repaired by patching repair method. There are threepatching lengths studied in this experiment, namely,
short patching (300 mm), long patching (1000 mm), andfull span (1700 mm). Subsequently non-corroded, corroded, and repaired specimens were experimentally
loaded to investigate their structural performance. The
details of each process are given in following sections.

2.2 Specimen preparation and reinforcement
arrangement
All specimens prepared for flexural test have same dimensions. The width, height, and length are 150 mm,
200 mm, and 1700 mm, respectively. The drawing ofspecimens is shown in Fig. 1. The deformed steel bars
with 16-mm diameter and one with 12-mm diameter
were used as tensile reinforcement and compression
reinforcement, respectively. The shear reinforcement
was 6-mm diameter round bar. The marks were written
on the tensile rebar every 50 mm. These marks wereused to indicate the initial length of reinforcement after
loading which is a necessary parameter in the determination of weight loss. Cover thickness is 25 mm (fromsurface to shear reinforcement). The details of reinforcement are given in Table 1.
Both longitudinal reinforcement and shear reinforcement were prepared according to Fig. 1. 5-mm holes
were drilled at the free end of hooks and electrical wires
were connected to the tensile reinforcement by 5-mm
nut. The electrical wires were used to supply direct current into the tensile reinforcement. Since the objectiveof this study is to investigate the degradation of structural performance caused by the corrosion of tensile
reinforcement only, the electrical insulators (thin rubber
sheets) were installed at the connection between tensile
reinforcement and stirrups in order to limit the corrosion
to be in tensile reinforcement only. All flexural RC
specimens were cast at the same time and covered byplastic sheet. The formwork was removed at 24 hrs after
casting. The specimens were cured under moist condition until the age of 7 days and subsequently kept in air
dry condition. Table 2 shows a list of flexural RC
specimens. The specimens can be broadly categorized
into 3 types; non-corroded, corroded, and repaired

Fig. 1 Drawings of specimen & arrangement of reinforcement.

Table 1 Details of reinforcement.

Reinforcement Ratio (%)

Area of main steel (mm2)'s)

ActualBalanceTens. ( As )Comp. ( A

1.67

3.95

402

226

Area of Shear
Reinforcement(mm2/m)(Av)
707

193

R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

specimens. Lengths of corrosion zone or repair area
were varied as 300 mm, 1000 mm, and full length (1700mm). Two types of repair materials; i.e., polymer modified mortar and epoxy based repair material, were applied in this study.
2.3 Materials
Ordinary Portland cement-only concrete with water tocement ratio of 0.49 was used. The mix proportion is
given in Table 3. The longitudinal reinforcement andshear reinforcement are deformed bar (Grade SD40) andround bar (Grade SR24), respectively. The tensile mechanical properties of reinforcing bars were obtained
experimentally. Two types of repair materials  polymer
modified mortar and epoxy based repair material wereused for patching repair. Polymer modified mortar (repair material type I) contains cement and silica powder
as important ingredients. Its behavior is therefore similar to cement paste with high early strength. The mix
proportion of polymer modified powder to water was
4:7 by weight. The epoxy based repair material (repair
material type II) provides outstanding bonding capacity
and lower modulus. It is therefore generally recommended as an adhesive to bond most surfaces in general
structure. The epoxy based repair material has the ratio
between epoxy and sand of 4:3 by weight.
2.4 Additional test for rate of corrosion
In order to accelerate the corrosion of RC specimen into
the former acceleration state precisely, additional test

Table 3 Mix proportion of concrete.

W/C
ratio

Water
(kg/m3)

Cement(kg/m3)

Fine Agg.
(kg/m3)

0.49

210

428

880

Categories
Non-corroded
Non-corroded
CorrodedCorrodedCorroded
Repaired
Repaired
Repaired
Repaired
Repaired
RepairedCorroded/Repair Length
300 mm1000 mm1700 mm
300 mm1000 mm1700 mm
300 mm1000 mm1700 mm

Repair Materials
Polymer Modified Mortar
Polymer Modified Mortar
Polymer Modified Mortar
Epoxy Based Material
Epoxy Based Material
Epoxy Based Material

Fig. 2 Drawings of specimen & arrangement of reinforcement (Unit: meters).

194

CoarseAgg.
(kg/m3)835

for calculating the amount of electrical charges (coulombs) that will activate the corrosion as well as fordetermining relationship between electrical charges
supplied with degree of corrosion. The specimen in thisaccelerated corrosion test is shown in Fig. 2. The specified portion of specimen is submerged in the 5.0% NaClsolution and supplied with 100 mA direct current where
the positive side is connected to reinforcing bar and thenegative voltage is connected to stainless steel plate
beneath the NaCl solution. The submerge area is the 30mm central part of the specimen The setting of this test
is shown in Fig. 3.
During the testing on the rate of corrosion, the state ofdeterioration including crack pattern, rust exudation.
After the corrosion acceleration process, the specimen
was examined for distribution of corrosion cracks on thesurface of specimen. The corrosion cracks width werealso measured using crack measuring microscope. The
specimen was split subsequently in order to take thecorroded rebar. The corroded rebar was cut at the specified length and was cleaned with 10% di-ammoniumhydrogen citrate solution along with 150 ppm of
Thioglecolic acid solution. Exact length and weight ofTable 2 List of flexural RC specimens.

ID
NCB - 1
NCB -2FCBNR-IFCBNR-OFCBNR-F
FCB1R-IFCB1R-OFCB1R-FFCB2R-IFCB2R-OFCB2R-F319

320 R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

Fig. 3 Experimental setting for test of rate of corrosion (Unit: meters).

cleaned corroded rebar was measured. Finally, theweight loss was calculated based on the weight of rebar
with the same length. The weight lost of reinforcement
can be related with the corrosion current density applied
to the specimen based on the Faradays law as follows:
Ait
ZF

(1)

where;: lost of metal (cm)
: atomic weight of iron (56 g): corrosion current density (Amp/cm2): time elapsed (seconds): valency of the reacting electrode (iron), commonly taken as 2
F : Faradays constant (96,500 Amp-seconds): density of meterial (iron = 7.86 g/cm3)
From the experimental investigation, it was foundthat the galvanic corrosion acceleration by direct currency of 100 mA for 192 hrs induces the actual weightloss of 0.30 gram/cm2/cm) which is slightly lower thanthe predicted corrosion which is 0.4156 gram/cm2/cm(2.63 %). It was also found that the total length of corroded portion is approximately 200 mm. In the otherwords, under this configuration, the corrosion can be
induced as far as 85 mm from the submerged zone. This
information was then used in the corrosion accelerationof flexural member.
Ait
Z

2.5 Corrosion acceleration of flexural member
From the data obtained from the test, the time that each
flexural RC specimen must be subjected to galvanic
corrosion acceleration process. In order to induce thecorrosion of the RC member, cracking was initially introduced into specimen by slow loading. The location of
cracks was ensured to be in the predetermined location.
Three points loading was applied to induce crack in thespecimen to have shortest repair region (FCBNR-I,
FCB1R-I, and FCB2R-I) and four-point loadings withconstant moment span of 350 mm and 500 mm was applied to the specimen to have a repair region of 1000mm (FCBNR-O, FCB1R-O, and FCB1R-O) and fulllength (FCBNR-F, FCB1R-F, FCB2R-F), respectively.
All induced cracks had a specified depth of 50 to 60 mm
from bottom surface. Examples of flexural cracks induced by pre-cracking process are shown in Fig. 4. The
cracked specimens were connected to the direct current
supply and the corrosion was accelerated. The setting ofequipments is shown in Fig. 5. The direct current supplied for specimens and accelerated periods were set
from the calculation for each case so that acceleration
period was shorter than 7 days.
In order to confirm the level of corrosion, the actual
corrosion level of corroded RC specimen was measured
after the loading. The corroded tensile reinforcements
were taken out by cutting out of corroded reinforcementwith specific lengths (200 mm for shortest corrosion
length and 300 mm for medium and full corrosion
length). Actual weight losses of the taken corroded reinforcement samples were then calculated based on original weight of reinforcement with same length. The
summarized detail of setting as well as actual measured
degree of corrosion is shown in Table 4. The actual
weight losses of reinforcement of all specimens werefrom 0.3 to 0.4 g/cm2/cm. The patterns of induced corrosion cracks are also shown in Fig. 6. Corrosion cracks
were observable on the sides as well as at the bottom of
specimens.
It is noted that the accelerated corrosion induced toFig. 4 Examples of pre-cracked specimens.

195

R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

321

Fig. 5 Setting of galvanic corrosion acceleration of flexural RC specimen. (Unit: m)

Table 4 Details of galvanic corrosion acceleration process of flexural RC specimen.

Corroded Area
DegreeInside loading span
Outside loading span
Full span

(%)
2.50
2.50
2.50

Current(Amp.)
0.15
0.80
1.50

the specimens is not exactly the same with the corrosionin actual circumstances. The difference is mainly the
uniformity of the corrosion. In real situation, some portion of reinforcing bar acts as anode and the other acts
as cathode. There is therefore high possibility of pitting
corrosion especially in the case of chloride attack. On
the other hands, the accelerated corrosion in this study ismore uniform since all position on reinforcing bar isforced to be anode and cathode is located at the stainlesssteel plate. Previous study (Oyado et al 2006) showed
that, at the same corrosion ratio, RC in real corrosive
circumstances usually gives lower ultimate strength
when compared with RC subjected to accelerated corrosion.
2.6 Patching repair procedure
Six corroded specimens (FCB1R-I, FCB1R-O, FCB1RF, FCB2R-I, FCB2R-O, and FCB2R-F) were repairedby patching repair method. The patching regions were
300 mm, 1000 mm and 1700 mm (full span) for specimens with 120 mm, 820 mm, and full span corrosion
acceleration, respectively. Initially, the damage portions

196

Time

Degree of Corrosion
Theoretical2(gm/cm /cm)
0.39510.39510.3951

Actual(gm/cm2/cm)
0.34500.39270.3313

Days
5.08
6.50
6.98

Min.
7315
9360
10051

of concrete were removed by a portable demolisher
powered by high pressure pump. The reinforcements
were then polished carefully by the electrical polishingtools equipped with steel brush. Chisel steel rods werethen used to trim the area to be repaired into rectangularshape with uniformly rough surface. The patching areas
were then cleaned by high pressured air activated by air
pump. The specimens were flipped so that the patchingarea is on the top during patching in order to fill the
repairing materials in to the patching area efficiently aswell as to ensure a quality of compaction. After patching, the patched portions were wrapped by the plastic
sheets in order to prevent the early lost of water fromthe repair materials. Special attention was given to theepoxy-based repair material which has a very short setting time. After the repair material set, the surface of therepaired region was then trimmed to have an exact dimension as original size of RC specimens.
2.7 Flexural loading test
The non-repaired RC flexural members (NCB-1 andNCB-2) were loaded at the age of 28 days. The corroded322 R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

RC members (FCBNR-I, FCBNR-O, FCBNR-F) were
loaded at 7 days after galvanic corrosion acceleration
was completed. And, the repaired RC members were
loaded at 14 days after repair work. All specimens were
loaded under 4-points loading with a total clear span
(distance between supports) of 1500 mm. The distance
between two loading points and shear span were 500
mm. Displacement transducers were installed at the
middle of the specimens, at the location of loading

points, and at the supports in order to measure the deflection of the specimen during the loading. Monotonic
loading was slowly applied to specimen. The load cell
was installed in order to measure the exact load appliedon the specimen and cracking observations were performed every 5 kN of load. The loading continued until
the specimens failed.
2.8 Testing for mechanical properties of materials
Measurements of mechanical properties of concrete andrepairing materials were conducted in accordance withthe standard guidelines. Table 5, 6, and 7 show lists oftests conducted in order to measure mechanical properties of concrete, repairing materials, and reinforcement,
respectively. The tests on concrete were conducted at
28 days while the tests on repairing materials were conducted at 7 days and 14 days. Strains were measured on
both sides of specimen and the average value is used todetermine modulus of elasticity and Poisson ratio. Special note is given to the measurement of tensile strengthof concrete. The pull-out test was conducted instead ofother standard testing methods since the pull-out test
can simulate the condition of concrete in tension moreclosely.
In addition to the tests for mechanical properties ofTable 7 Tests on mechanical properties of reinforcement.

Fig. 6 Examples of corrosion cracking patterns induced
by galvanic corrosion accelertion (FCBNR-I, FCBNR-O,
and FCBNR-F).

Properties

Description

Tensile stressstrain
relationship

Tensile Test
with strain
gaugesSpecimen
16-mm and 12-mm
deformed
reinforcing bar and
6-mm round bar

Table 5 Tests on mechanical properties of concrete.

Properties
Compressive Strength
Elastic Modulus
Poisson Ratio
Tensile Strength

Description
Compression Test on Cylinder
Specimen with strain gauges(ASTM C-39, C-192, C-469)
Tension pull-out test

Specimen
150 mm diameter & 300 mm height
100x100x100 mm3 cube
50 mm diameter core drills cut
through concrete surface, penetrating
at least 55 mm

Table 6 Tests on mechanical properties of repairing materials.

Properties
Compressive Strength
Elastic Modulus
Poisson Ratio
Tensile Strength andStress-Strain
Relationship

Description
Compression Test on Cylinder
Specimen with strain gauges(ASTM C-39, C-192, C-469)
Flexural test under loading at thecenter of specimen. Strain
gauges were attached at top,bottom, and mid-depth of thespecimens(ASTM C293)

Specimen
50 mm diameter & 100 mm height

75 mm depth, 50 mm width, and
400 mm length197

R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

materials, the testing on bonding between concrete andeach type of repairing material (polymer-modified mortar and epoxy-based repairing material) was conducted.
The objective of the bond testing is to determine thebonding capacity under tension and under combinationof shear and axial load. The tension bond test was conducted to find the maximum stress that the contact interface can withstand before the separation takes place. In
the case of shear bonding capacity, both direct shear test
and combined compression-shear test were conducted inorder to investigate the dependency of shear capacity ofbonding surface on the perpendicular stress.
Table 8 describes details of direct tension test, direct
shear test, and combined shear compression test on thecontact interface between concrete and repairing material. Five different contact angles were applied in the
combined shear compression test (Table 9). Figure 7
illustrates the testing condition of each bond test.

rials. The mechanical properties of polymer-modified
mortar are similar to those of concrete. The tensile
strength is approximately double of concrete and themodulus of elasticity is lower by 40% when comparedwith concrete. The epoxy-based repair material showsan outstanding record in tensile strength (approximately
8 times of concretes tensile strength). However, themodulus of elasticity is very low (0.1 of modulus ofelasticity of concrete).
Yielding strengths of RB6, DB12, and DB16 were280, 540 and 600 N/mm2, respectively. The modulus ofelasticity of all reinforcement is 206,000 N/mm2.
Table 9 Dimensions (angle of contact interface andheight) of specimens in combined shear-compression
test.

Angle
(degree)
30
45
50
55
60

3. Experimental results
3.1 Mechanical properties of materials
Table 10 shows the mechanical properties of concrete,polymer modified mortar, and epoxy-based repair mate-

Height of contact
interface (mm)
130
75
63
53
45

Total Height ofSpecimen (mm)
150
95
83
73
65

Table 8 Tests on bonding properties between concrete and repairing materials.

Testing Method

Description

Tension Bond Test

Tension pull-out test
Compressive test carried out
on prism with one-half ofconcrete replaced withrepair material
Test for shear capacity of
the contact interface when
the compressive forces isapplied on the top

Combined shear
compression test

Direct shear test

Specimen
100x100x100 mm3 with 50-mm core drill
cut through repair material penetrating atleast 5 mm into concrete stratum
75x75 mm2 with different heights
according to the angle of contact.
Concrete prism cut at an angle of30,45,50, and 60 degree

10
100

100
50
50

100

100

75

75

d

100
10

Unit:mm(a) Direct Tension(b) Direct Shear(c) Combined Shear Compression Test

Fig. 7 Tests on bonding properties of interface between concrete and repair material.

198

323

324 R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008
Table 10 Mechanical properties of materials (28 days for concrete and 14 days for repair materials).

Concrete (28 days)
Polymer-Modified
Mortar (7 days)
Polymer-Modified
Mortar (14 days)
Epoxy-Based Material(7 days)
Epoxy-Based Material(14 days)

Compressive
Strength(N/mm2)
43.00

TensileStrength(N/mm2)
3.70

35.26

Modulus of
Elasticity (N/mm2)

PoissonRatio

35,0000.22

6.13

16,500

0.16

42.43

8.14

20,250

0.22

34.08

29.25

3,421

0.35

36.32

30.13

3,131

0.34

Fig. 8 Final crack pattern of non-corroded flexural RC member (NCB-2).

3.2 Structural behaviors & crack patterns
3.2.1 Non-corroded flexural RC specimens(NCB-1 and NCB-2)
Cracking loads were between 15-20 kN. Flexural cracks
form initially in the constant moment span followed by
the formation of shear cracks. Both NCB-1 and NCB-2
collapsed by flexural-compression failure. The loading
capacity of NCB-1 and NCB-2 were 145.97 kN and
144.99 kN, respectively. The final crack pattern of
NCB-2 is shown in Fig. 8.
3.2.2 Corroded flexural RC specimens
Three corroded RC specimens with different corrosion
lengths were tested under flexure. Slight reductions ofultimate loading capacity were observed in all corroded
RC specimens. The ultimate load of FCBNR-I, FCBNRO, and FCBNR-F were 137.34 kN, 138.5172 kN, and139.4 kN, respectively. The load-deflection relationshipof NCB-1, FCBNR-I, FCBNR-O, and FCBNR-F isgiven in Fig. 9. The reduction in ultimate loading capacity is approximately 4.5% to 6% when compared with
non-corroded RC specimens. The loss of cross sectional
area of tensile reinforcement is a main reason of thelower ultimate loading capacity. It could be observedthat the stiffness of all corroded specimen is significantly degraded mainly because bonding between tensile reinforcement and concrete was destroyed. However,
final crack patterns of FCBNR-I (shortest corrosion
length) was very similar to the final crack pattern of
non-corroded specimen (see Fig. 10). In the case of
FCBNR-O specimen, less flexural cracks was observed.
The propagation of flexural cracks was also interrupted
by the existing longitudinal corrosion cracks (Fig. 10b).
The final crack pattern was drastically changed in the

160
140
120
100

NCB-1

80

FCBNR-I

60

FCBNR-OFCBNR-F

40
20
0
0

3

6

9

12

15

18

Displacement (mm)

21

24

27

Fig. 9 Load  deflection relationship of corroded specimens compared with non-corroded specimen (NCB-1).

case of FCBNR-F. Propagation of shear cracks was disturbed by the corrosion crack. As the result, no traditional shear cracks was observable in this case. The
shear crack which started from support was trapped bycorrosion crack. (Fig. 10c); however, this mechanism
did not have any significant effect on load carrying capacity of the beam. The absence of shear crack may be
the reason why the deflection of FCBNR-F is smaller
than that of FCBNR-O at the same load.
3.2.3 Specimens repaired with polymermodified mortar
All corroded specimens repaired by polymer-modified
mortar (FCB1R-I, FCB1R-O, and FCB1R-F) werecracked before the loads reached 10 kN which is lower
than cracking load of non-corroded flexural RC specimens. This lower cracking load may be a result of
shrinkage of the polymer-modified mortar itself. The
shrinkage seems to affect the structural behaviors of RC

199

R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

specimens repaired with polymer-modified mortar.
Figure 12 shows the comparison between the loaddeflection relationships of flexural RC specimens repaired with polymer-modified mortar and that of noncorroded RC specimen (NCB-1). The specimen withshortest patching area (FCB1R-I) shows very similar
structural behavior to the control RC specimen regardless of lower cracking load. Figure 11a shows the final
crack pattern of FCB1R-I. It was found that the first
flexural crack was formed at the interface between
polymer-modified mortar and base concrete. One addi-

tional crack was formed at the middle of repair material.
These cracks propagated vertically toward neural axis of
the section without any horizontal cracks observable atthe interface between repair material and base concrete.
The shear crack formation of FCB1R-I is similar to noncorroded RC specimen.
In the case of FCB1R-O of which the patching area is1000 mm, the first flexural cracking took place at thevertical interface between polymer-modified mortar andbase concrete although the flexural bending moment issmaller than the middle of the span (Fig. 11b). The sub-

(a)

(b)

(c)
Fig. 10 Final crack patterns of corroded specimens; (a) FCBNR-I, (b) FCBNR-O, and (c) FCBNR-F.

(a)

(b)

(c)
Fig. 11 Final cracks pattern of (a) FCB1R-I, (b) FCB1R-O, and (c) FCB1R-F.

200

325

326 R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

The ultimate loading capacity of FCB1R-I, FCB1R-O,
and FCB1R-F were 143.42 kN, 143.23 kN, and 139.40
kN, respectively (Fig. 12). The stiffness of FCB1R-I isalmost same with non-corroded RC specimen (NCB-1).
This indicates that the loss of cross sectional area may
not significantly affect the drop of stiffness if the bonding is restored by the repairing material. However, thestiffness of FCB1R-O and FCB1R-F was decreasing
when load increased, especially beyond 100 kN. This
loss of stiffness is caused by the shear cracks as well as
the interface failure in shear span.

160
140
120
100

NCB-1

80
60

FCB1R-I40

FCB1R-O

20

FCB1R-F

0
0

3

6

9

12

15

18

21

24

27

Displacement (mm)3.2.4 Specimens repaired with epoxy-based
repair material
Figure 13 shows the final crack patterns of the specimens repaired with epoxy-based repair material(FCB2R-I, FCB2R-O, and FCB2R-F) and their loaddeflection relationships are given in Fig. 14. It should
be note that, before the first cracking, the deflections of
NCB and FCB2R-I were smaller than those of FCB2RO and FCB2R-F under the same load because thesmaller modulus of elasticity of epoxy-based repairing
material. The structural behavior of FCB2R-I is very
similar with the control RC specimen because the patching area is shorter of the loading span (300 mm). The
failure of FCB2R-I was governed by the compression
failure of the concrete inside constant moment span but
outside patching area. Since epoxy-based repairing material applied in this study is very ductile and strong inboth tension and bonding. In FCB2R-O and FCB2R-F,
the flexural cracks were formed in the base concrete
without flexural cracks in the epoxy-based repair material (see Fig. 13b and 13c). A good cracking resistanceof epoxy-based repair materials contributed to the stiffness of the member. The deflections of NCB and
FCB2R-I therefore became larger than the deflections of
FCB2R-O and FCB2R-F after flexural cracking. WhenFig. 12 Load  deflection relationship of specimen repaired with polymer-modified mortar in comparison with
non-corroded specimen (NCB-1).

sequent crackings within the patching area were observed. When the loading continued, the cracks in thepatching show larger crack growth. Discontinuity of thevertical bending cracks at the horizontal interface wasobservable. The shear crack was subsequently developed in the shear span and there was a clear interface
failure caused by the excessive shear force in the interface (Fig. 11b). The interface cracks was connectedwith flexural cracks in repair material and propagatedalong the vertical interface at the end of patching areasubsequently. Later on, additional shear crack (outermost) formed when the load increased and followed by
the crushing of concrete in compression zone.
The similar interface failure was also observed in
FCB1R-F (full span repair with polymer based material).
It was found that the number of shear cracks in shear
span increased in this case and there was no formationof larger shear crack at all. This is because the repair
interface was extended to the end of the specimen. Finalcrack pattern of FCB1R-F is shown in Fig. 11c.

(a)

(b)

(c)
Fig. 13 Final cracks pattern of (a) FCB2R-I, (b) FCB2R-O, and (c) FCB2R-F.

201

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the load increased, distributed damage at the horizontal
interface between epoxy-based repair material and baseconcrete could be observed in bothFCB2R-O andFCB2R-F; however, it was observable that there is stillsome stress transfer across the interface. The bonding
was not completely vanished by these small distributed
cracks. At approximately 90 kN, large shear cracks
formed in FCB2R-O (Fig. 13b) and hence the deflectionof FCB2R-O was consequently increased. On the other
hand, the formation of shear crack in FCB2R-F wasprevented by the interface between concrete and repair
material. As the results, several shear cracks wereformed instead of a single large shear crack (Fig. 13c).
FCB2R-O was failed by crushing of concrete after shear
crack fully propagated while the failure of FCB2R-F
was caused by a sudden rupture of epoxy-based material. The maximum loading capacity of FCB2R-I,
FCB2R-O, and FCB-2R-F were 154.12 kN, 171.77 kN,
and 184.53 kN, respectively.
Figure 15 shows the comparison among different RC
specimens in the study. All corroded beams (FCBNR-I,FCBNR-O, and FCBNR-F) show a lower load carrying
capacity when compared with non-corroded RC (NCB-1
and NCB-2) of which the load carrying capacity wasapproximately 145 kN. Patching repair with polymermodified mortar was able to slight improve load carrying capacity of corroded RC; however, the load carrying
capacity after repair is still less than the original capacity of RC. The loss of load carrying capacity is caused
mainly by the loss of cross sectional area of reinforcement. It should be also noted that the load carrying capacity of the RC repaired with polymer-modified mortar
reduced when the patching length increased in this study.
This may be due to a larger effect of debonding between
repairing material and base concrete in specimen withlonger patching area.
The most interesting experimental result in this study
is that the patching repair with epoxy-based modified
mortar can restore or even strengthen the flexural capacity of RC. The flexural capacity was increased up to
27% in the case of full-span patching although there is
no replacement of reinforcement. In addition, the ultimate capacity increased when the patching length was
longer. By comparing FCB2R-O and FCB2R-F whichhave same cross section in the loading span, it can beconcluded that the ultimate load carrying capacity of RC
repaired with epoxy-based repair material is not controlled by the cross section at the maximum moment.
The structural behavior of RC is influenced by the stresstransfer in the shear span especially in the case that repair material is very ductile.
3.3 Bonding between based concrete and repair material
3.3.1 Direct tension bond test
Table 11 shows results of the direct tension bond test.
Only the data from the specimens which failed by theinterface failure was recorded. The bonding strength

202

200
180
160
140
120
100
80
60
40
20
0

327

NCB-1
FCB2R-IFCB2R-OFCB2R-F
0

3

6

9

12

15

18

Displacement (mm)

21

24

27

Fig. 14 Load  deflection relationship of specimen repaired with epoxy-based repair material in comparison
with non-corroded specimen (NCB-1).

Loading
Carrying
Capacity (kN)

Inner

Outer

200.0
171.8

160.0

137.3 138.5 139.4

143.4 143.2 139.4

Full
184.5

154.1

120.0
80.0
40.0
0.0
FCBNR

FCB1R

FCB2R

Type of RC Specimens

Fig. 15 Comparison of load carrying capacity of corroded
RC (FCBNR), RC repaired with polymer-modified mortar(FCB1R), and RC repaired with epoxy-based repair material (FCB2R).

Table 11 Results of the direct tension bond test.

Repairing Material
Polymer-modified mortar(7 days)Polymer-modified mortar(14 days)
Epoxy-based repair
material (7 days)
Epoxy-based repair
material (14 days)

Direct Tension
Bonding Strength(N/mm2)
1.13
1.27
2.38
2.38

under direction of epoxy-based repair material is approximately 2 times to the polymer-modified mortar. In
addition, there is not much difference between bonding
strength at 7 days and 14 days of each material.

328 R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

3.3.2 Direct shear and combined shear compression test
The experimental results of direct shear test and combined shear compression test are shown in Table 12 andTable 13, respectively. In the direct shear test, only data
which was obtained from the interface failure was reTable 12 Results of direct shear test.

Repairing Material
Polymer-modified
mortar (7 days)
Polymer-modified
mortar (14 days)
Epoxy-based repair
material (7 days)
Epoxy-based repair
material (14 days)(N/mm2)
0.00
4.00
0.00
4.00
5.00
0.00
3.00
0.00
1.50
2.00
3.00

(N/mm2)
2.75
6.31
2.20
6.25
6.70
3.62
6.36
2.38
4.62
5.73
7.24

Table 13 Results of combined shear compression test.

Repairing
Material
Polymermodified
mortar(7 days)Polymermodified
mortar(14 days)
Epoxy-based
repair material(7 days)
Epoxy-based
repair material(14 days)

ContactAngle(degree)
30
45
50
55
60
30
45
50
55
60
30
45
50
55
60
30
45
50
55
60

(N/mm2)(N/mm2)

3.86
12.76
16.71
26.53
27.88
3.90
12.66
21.52
25.87
31.37
7.19
19.33
24.01
29.69
31.06
7.35
18.78
22.47
27.10
31.69

6.89
13.15
14.46
19.31
17.24
6.97
13.04
18.62
18.83
19.39
12.84
19.91
20.77
21.61
19.20
13.13
19.35
19.45
19.73
19.59

corded while all data obtained from the combined shear
compression test is used in this study although somespecimens failed by the material failure. Both interface
failure and material failure are taken as possible modesof failure in the actual structure and hence are considered in this study.
A so-called Coulomb friction model is employed tosimulate the bonding behavior of the repair interface.
Three important parameters, namely, friction coefficient( ), cohesion resistance ( o), and maximum shear stress( max) can be obtained from the experimental results ofthe direct shear test together with the combined shear
compression test. Cohesion resistance between concrete
and repair material can be obtained from direct shear
test with no axial stress. The friction coefficient can be
determined from both direct shear test with an axial
stress and combined shear compression test with relatively small angle. The maximum shear stress can bederived from the maximum shear stress when the normal stress is relatively high (combined shear compression test with larger angle). By applying Coulomb friction model, it is assumed that sliding occurs independent on normal pressure when shear stress reach maximum shear strength (Wrigger 2002)
Figure 16 and Fig. 17 show the comparison between
model and experimental result. Main parameters of
Coulomb friction model for both repairing material are
given in Table 14. Both repairing materials have approximately similar cohesion resistance ( o) but the fric25
20
15
10

7 days14 days

5

Model

0
0

5

10

15

20

25

30

35

Normal Stress (N/sq.mm)

Fig. 16 Coulomb friction model for polymer-modified
mortar.
25
20
15

Table 14 Parameters of coulomb friction model.

Repairing
Material
Polymermodified
mortarEpoxy-based
repair materialomax(N/mm2)(N/mm2)

0.78

2.68

18.00

1.35

2.98

19.00

7 days10

14 days

5

Model

0
0

5

10

15

20

25

30

35

Normal Stress (N/sq.mm)

Fig. 17 Coulomb friction model for epoxy-based repair
material.

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R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

tion coefficient ( ) of epoxy-based repair material issubstantially larger.

4. Numerical simulation  FEM analysis
4.1 Finite element modelA 3-dimensional finite element model is created basedon a so-called discrete model concept. The reinforcement is modeled using line elements connected to nodesof concrete or repair materials. The analysis was performed primarily using available models and element
formulations available in the finite element software
ANSYS. Figure 18 shows finite element model with
the information of mesh and boundary condition applied
for non-corroded RC beam and repaired reinforced concrete beam. Taking an advantage from symmetry of themember, one quarter of specimen with appropriate displacement boundary condition was analyzed in thisstudy (Fig. 19). At the plane of symmetry, the displacement in the direction perpendicular to the plane washeld to zero.
Concrete and repair material have been modeled as athree-dimensional eight node solid isoparametric element in order to model the non-linear response of brittle
materials based on a constitutive model for the triaxial
behavior of concrete (Williams and Warnke 1975). The
element includes a smeared crack analogy for cracking
in tension zones and a plasticity algorithm to accountfor the possibility of concrete crushing in compression

zone. The longitudinal and transverse reinforcement
have been modeled as discrete reinforcements using
three dimensional spar elements embedded within thesolid mesh. The stress-strain response of reinforcement
based on experimental results was applied.
In this study, each FEM model contains two top longitudinal reinforcements and two bottom longitudinal
reinforcements. The reinforcements with diameter of 12mm and 16 mm were located at 37 mm and 161 mm
from the top of the model, respectively. Transverse reinforcement with 6-mm diameter was also provided in themodel. Note that only half of the transverse reinforcement was modeled at the center of the beam due to thesymmetry. Figure 20 illustrates the reinforcement
model. Since the tensile reinforcement in corroded RC
specimens is subjected to the loss of cross-section. The
smaller area of the reinforcements was taken into account by reducing the cross sectional area of tensile
reinforcement according to the experimentally measured
weight loss. The perfect bonding is assumed for the interface between reinforcement and concrete or repair
materials. Perfect bond can be reasonably assumed inthis case because the bond model between rebar andconcrete has only a minor effect on the tension stiffening which is already included with in fracture of concrete (in the case of discrete FEM) especially in the caseof fine mesh element is applied (Jendele and Cervenka
2006).
The loading is applied by specifying a vertical dis-

Prescibed Displacement
A

Top longitudinal
reinforcement

A

200

Shear Stirrup

1500
B
Bottom longitudinal
reinforcement

150
300

B
B

Section AA

Concrete

200
1000

B
B

60
150

Section B-B
1700 B

Unit:mmFig. 18 Finite element model of non-corroded RC and repaired RC beams.

204

329

Repair material

330 R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008a) A full beam model

Half of shear stirrupb) A quarter of beam modelFig. 19 A quarter of RC specimen model analyzed in this study.

Y
X
Z

Fig. 20 Model of reinforcement in FEM analysis.

placement to the node of the loading plate located on
top of the model (see Fig. 20). Similarly, the model was
supported by support plates. Loading plate and support
plates were modeled by solid element with elastic material model. This strategy was used instead of constraining vertical displacement of the beam nodes in order toavoid stress concentration problems. The summation of
the reaction forces on these plates constitutes a load
applied to the beam.
4.2 Material models
4.2.1 Concrete material model
Concrete is modeled by the solid element Solid 65
available in ANSYS. The element behaves in a linear

elastic manner until either of the specified tensile orcompressive strength is exceeded. After cracking, theelement becomes orthotropic and has stiffness based ona bilinear softening stress-strain response. After crushing, the concrete is assumed to loss its stiffness in all
directions. The failure surface of the element is computed based on the model proposed by William and
Warnke (1975).
The tensile stress-strain relationship shown in Fig. 21
is applied to plain concrete. The post-cracking tensile
stiffness of concrete is accounted for when the strain isless than six times of the strain corresponding to thepeak stress. Rt is the secant modulus which work withadaptive descent and diminishes as the solution con-

205

R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

Fig. 21 Stress-strain response of concrete in tensionidealization used in ANSYS.

50
CEB-FIP Model Code 1990

40

Model

30

331

obtained experimentally and were slightly modified into
multi-linear relationship (Fig. 23 and Fig. 24). Note thatthe stress-strain relationship at 14 days was selected as
an input for FEM analysis. The polymer modified mortar behaves very similarly with concrete and the tensile
response was almost linear although the cracking strain
capacity or crushing strain was much higher to those of
normal concrete. The response of epoxy-based repair
material was nonlinear under both tension and compression and shows remarkable ductility. Very large tensile
cracking capacity (12,000 ) is the reason why the RC
specimen repaired with epoxy-based material has no
flexural cracks formed in the patching area. The shear
transfer coefficients for both repair materials were set at0.55 for closed crack condition ( c) and 0.15 for open
crack condition ( t). These coefficients are lower thancoefficients of concrete since the maximum size of aggregate is lower (no coarse aggregate). Poisson ratio andmodulus of elasticity applied in the numerical analysis
were taken from experiments and is available in Table
10.

20

50
10

40

0
0

2000

4000
6000
Strain (micron)

8000

10000

Fig. 22 Compressive stress-strain relationship of concrete employed in FEM analysis.

verges. And Tc is the multiplier for amount of tensilestress relaxation and was taken as 0.6 in this study. The
tensile strength and strain corresponding to maximum
stress were set as 3.5 N/mm2 and 194 , respectively.
The compressive stress-strain relationship for concrete in this study follows the formula recommended by
CEB-FIB model code (1990). Compressive strength,
tensile strength, and modulus of elasticity were taken as
43 N/mm2, 3.7 N/mm2, and 35,000 N/mm2 accordingly
to the experimental results. In the FEM analysis, the
CEB-FIB model was represented by multilinear stressstrain relationship as shown in Fig. 22. A shear transfer
coefficient is also introduced in order to represent a
shear strength reduction factor for those subsequentloads which induce sliding (shear) across the cracked
plane. The coefficient for open cracks ( t) should be in
the rage of 0.05-0.5, rather than 0.0, in order to prevent
numerical difficulties (Hemmaty Y. 1998). In this study
the coefficient for open cracks ( t) was set at 0.25 (JobT., and Anath R. 2006) while the coefficient for closed
cracks was assumed to be 0.7.
4.2.2 Material model for repair material
Special attention was paid on the mechanical propertiesof repair materials. The stress-strain relationships were

206

30
20
10
0
Polymer Modified Mortar(7 days)-10

Polymer Modified Mortar (14 days)-20-1,000

0

1,000

2,000

3,000

4,000

5,000

6,000

Strain(micron)Fig. 23 Stress-strain relationship of polymer-modified
mortar.
45
30
150
Epoxy-Based Material (7 days)-15

Epoxy-Based Material (14 days)-30-15,000 -7,500

0

7,500

15,000 22,500 30,000 37,500 45,000

Strain(micron)Fig. 24 Stress-strain relationship of epoxy-based repair
material.

332 R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

4.2.3 Stress-strain relationship of the reinforcement
Stress-strain relationship of reinforcement was modeled
to be rate independent with multi-linear isotropic hardening with von-Mises yield criterion. By fitting themodel with experimental data, the tensile stress-strain
responses of all reinforcement were derived as shown in
Fig. 25. Modulus of elasticity and Poissons ratio weretaken as 206,000 N/mm2 and 0.3 for all reinforcing bars.
4.3 Contact interface between concrete and repair material
Two modes of local failure at the interface between concrete and repair material, namely, crack opening due totensile stress (Mode I) and fracture due to shear stress(Mode II) were considered in the numerical analysis. To
simulate crack opening due to tensile stress (Mode I),
non-linear spring element was employed while the contact element was used to simulate interaction between
shear and compressive stress at the interface (Mode II).
The contact element contains a constitutive low which isexpressed in terms of the contact tractions and relative
displacements of two surfaces.
4.3.1 Modeling of mode I tension softening
Bilinear stress-crack opening diagram for concrete according to CEB-FIP model code 1990 was adopted inorder to capture mechanical behavior of contact interface under tension. The model considers the softening ofinterface response after the formation of surface crack.
The bilinear stress-crack opening diagrams can be obtained as shown below;f t 1 0.85

ct

0.15 f t
ct

wc

w1

wc

w

for

w1

w1 for 0

0.15 f t

ct

ct

ft

(2)

0.15 f t(3)

800

With w1

2
GF

wc

F

ft

GF

0.15 wcft(4)

0.15wc(5)where,
is the tensile stress (N/mm2)
ct
w is the crack opening (mm)w1 is the crack opening (mm) forct

0.15 f t

wc is the crack opening (mm) for

ct

0

2

GF is the fracture energy (N-mm/mm )f t is the tensile strength (N/mm2)

is the coefficient which depends on the maximum
aggregate size (taken as 8 for polymer-modified
mortar and 7 for epoxy-based repair material)
The fracture energy (GF) is the energy required for
propagation of tension crack of a unit area and can be
estimated as following;
F

GF

G FO

f c'
f co'

0.7

(6)

where,

f c' is the compressive strength of concrete (N/mm2)
f co' is 10 N/mm2
GF 0 is the base value of fracture energy which can be
determined based on maximum aggregate size (taken
as 0.025 for polymer-modified mortar and 0.030 for
epoxy-based repair material) (N-mm/mm2)
Table 15 shows parameters used to defined the forcedeformation response of non-linear spring element. The
values at 14 days were employed in FEM analysis. Tension softening model corresponding to these parameters
are shown in Fig. 26.

2.4
Polymer Modified Mortar (7 days)

600

1.8

Polymer Modified Mortar (14 days)
Epoxy Based Repair Material (7 days)

400

Epoxy Based Repair Material (14 days)

1.2

FEM-RB6
FEM-DB12
FEM-DB16200
0040,00080,000120,000

Strain (micron)Fig. 25 Stress-strain response of reinforcements.

0.6

0.0
0.00

0.03

0.06

w (mm)

0.09

0.12

0.15

Fig. 26 Tension softening model for repair interfaces.

207

R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

333

Table 15 Parameters used to define force-deformation of non-linear spring element.

Material
Polymer-Modified Mortar (7 days)
Polymer-Modified Mortar (14 days)
Epoxy-based Repair Material (7 days)
Epoxy-based Repair Material (14 days)

4.3.2 Modeling of mode II relative displacement
due to shear stress
Constitutive law of the repair interface under shear
stress is expressed in terms of the contact tractions andrelative displacement of two surfaces. The basic Coulomb friction model was adopted to simulate the response of interface in this mode. In the model, it is assumed that contact interface can carry shear stress up toa certain magnitude before sliding starts. The Coulomb
friction model defined a shear stress ( ) at which sliding
on the interface begins as a linear proportional functionof the contact pressure ( n) with maximum limit ( max)which is provided so that calculated shear stress does
not exceed the yield stress in the interface subjected tohigh contact pressure. Once shear stress limit is exceeded, slip takes place between the two surfaces. The
model can be expressed in numerical formula as follow:
o

n

ks u
y,z
n

w1
(mm)
0.014128
0.014214
0.020903
0.020903

w2(mm)0.141284
0.142141
0.154020
0.154025

5. Discussion
As shown by the experimental results, the structural
behaviors of repaired reinforced concrete beams are
dependent on mechanical properties as well as the sizeand location of repaired portion. In general, if the repaired portion is inside the constant moment span, theflexural capacity of the repaired member is similar tothat of the control specimens because it is controlled by
the crushing failure of concrete inside constant moment
span. However, when very ductile repair material is applied, the flexural capacity of the repaired member isincreased because of cracking in tensile area can be effectively prevented until the failure of member. Whenthe maximum flexural capacity is increased, the possibility of shear failure is questionable. In fact, the structural performance of repaired reinforced concrete beams

(7)

max

if

2
y

2
z

n

if

2
y

2
z

n

( sticking )( sliding )

200

(8)

where,: Cohesion sliding resistance (N/mm2)oFrictional coefficientk s Tangential contact stiffness
u Contact slip distance in y or z direction
The values for main parameters in this basic Coulomb
friction model were obtained experimentally and available in Table 14. The integration of the friction mode isa nonassociated theory of plasticity. In each step thatsliding friction takes places, and elastic predictor iscomputed in contact traction space. The predictor ismodified with a radial return mapping function, providing small deformation along sliding response.
4.4 Results of FEM numerical simulation
The FEM numerical simulation incorporating loss ofreinforcement as well as response of repair interface
was conducted for all specimens. The numerical analysis of corroded RC repaired by patching method gives apeak load as shown in Fig. 27. The result shows that the
FEM analysis can be used to predict the load carrying
capacity of the repaired structure with acceptable accuracy when the model of interface response and precise
model of repair material is incorporated.

208ft(N/mm2)
1.12471.26942.38222.3835GF(N-mm/mm2)
0.019863
0.022555
0.052415
0.052446

Experimental Result

180

Value from FEM

160
140
120
100
80
60
40
20
0

NCB

FCB1R-I FCB1R-O FCB1R-F FCB2R-I FCB2R-O FCB2R-F

Fig. 27 Load carrying capacity obtained from experiments and by FEM analysis.
180
135
90

Experimental Data
FEM Response

45
0
0

5

10

15

20

25

Deflection(mm)Fig. 28 Comparison between experimental data and numerical simulation of FCB2R-O.

334 R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008(a) 150 kN(b) At Failure

Fig. 29 Principal stress distribution in FCB2R-O (FEM analysis).

changed substantially when the section subjected toshear force is also repaired. Although the crack patterns
give some clues how the mechanism of repaired beamchanged, the information of stress field inside specimen
could not be precisely measured in the experiment. Fortunately, the FEM analysis conducted in this study show
the accuracy of applicable level for design work andsome mechanisms of repaired beams can be captured by
FEM analysis.
The explanation of how the stress field in shear span
is changed by the length of repaired portion can be explained most clearly by the comparison between
FCB2R-O and FCB2R-F. Figure 28 shows the responses of FCB2R-O observed during and experimentand obtained by FEM analysis. Although FEM analysis
could not precisely simulate non-linearity of FCB2R-O
and gave a higher deflection at a specific load, it
showed a good agreement with experimental finding on
cracking pattern that no crack was formed in the patching area.
Attention should be paid to a sudden change of stiffness is observable at 150 kN (in FEM response) which
is very close to the formation of diagonal shear crack
observed in the experiment. Both the principle stress
distribution (Fig. 29) and crack distribution (Fig. 30)
show that considerable damage is located in shear span
at 150 kN. It is therefore concluded that the loss of stiffness is caused by shear crack formation.
Figure 31 shows the load-deflection relationship of
FCB2R-F obtained from experiment and FEM analysis.
Unlike the case of FCB2R-O, the sudden change ofstiffness was not observable because the existence ofrepairing interface prevents the formation of diagonal
shear crack. Instead of large diagonal shear crack, damage is distributed throughout the shear span of FCB2R-F.
Figure 32 shows the crack distribution of FCB2R-F
which agree very well with multiple shear cracks foundin the experiment (see Fig. 13). The clear difference ofdamage localization can be observed (Fig. 30 and Fig.
32).
In the case that repair material is not ductile and has
comparatively low bonding strength, special attention
should be paid to the interface failure. Additional consideration about volume change of repair material
should also be taken into account. Figure 33 shows theFig. 30 Crack distribution in FCB2R-O at 150 kN (FEM
analysis).

190
143
95

Experimental Data

48

FEM Response

0
0

5

10

15

Deflection (mm)2025Fig. 31 Comparison between experimental data and numerical simulation of FCB2R-F.

experimental data of FCB1R-F and the computational
result. Very large discrepancy could be observed when
the load was below 40 kN. This discrepancy is due tothe fact that the shrinkage of the polymer-modified mortar was not considered in the numerical analysis andthus the cracking load could not be correctly calculated.
However, both results show a good agreement when theload is beyond 40 kN. This indicates that FEM can predict flexural deflection of flexural RC repaired bypolymer-modified mortar accurately. Nevertheless,unlike the case of ductile repair material, since the interface failure is likely in the case of polymer-modified
mortar, special attention should therefore be paid to thecontrolled of deflection as well as other serviceability
requirements.
Based on the experimental observation and numericalanalysis, it is recommended that the influence of repair

209

R. Sahamitmongkol, S. Suwathanangkul, P. Phoothong, and Y. Kato / Journal of Advanced Concrete Technology Vol. 6, No. 2, 317-336, 2008

(2)

Fig. 32 Crack distribution in FCB2R-F at 150 kN (FEM
analysis).

(3)

160
120

(4)

80

Experimental Data40

FEM Response

0
0

5

10

15

20

(5)

Deflection(mm)Fig. 33 Comparison between experimental data and numerical simulation of FCB1R-F.

material should be checked carefully in design stage.
Since the mechanism of repaired beams varies based on
properties of repaired material and location and size
repaired portion, different type of failures is expectablefor each repaired beam. This may be the reason why
standard design guideline for patching repair cannot beeasily proposed. However, this study shows that, with
understanding on mechanical properties and applicationof FEM, the most likely failure mechanisms can be predicted with acceptable accuracy.
Although, as shown by the comparison between experimental data and numerical simulation in Fig. 27, thepeak loads obtained from the numerical simulation wereconsiderably close to the real loading capacity of themembers, the applied numerical method was still unable
to simulate the behavior after peak load. The authors
expect that this limitation of the method may be causedby divergence problem when applying the proposedmodel with ANSYS. This limitation of the methodshould be solved in the future study.

6. Conclusion
Based on experimental observations and numericalsimulation of repaired RC member, major findings canbe concluded as follows:(1) The structural behaviors of corroded RC specimens repaired by patching method are different
based on both mechanical properties of repairing
materials and patching area. However, in all cases,

210

(6)

335

the repairing improves the structural behaviors
when compared with corroded RC without repair.
When polymer modified mortar is used as a repairing material, the failure of interface between repair
materials is very likely to take place in the shear
span. The interface failure disturbs the stress distribution in shear span as well as reduces overall
stiffness of the repaired RC.
Since the epoxy-based repair material is very ductile under tension, the flexural cracking was notobservable in the patching area experimentally.
The interface failure could also be successfully
prevented by a better bonding characteristic whichchange brittle interface failure into distributed tiny
cracks around the interface.
The load carrying capacity of RC repaired by epoxy-based repair materials is higher than that ofnon-corroded RC. And the improvement of load
carrying capacity is greater for the longer patchingarea.
By incorporating the bonding between repairing
material and based concrete using tension softening model and basic Coulomb friction model, thefinite element analysis can give the sufficiently accurate prediction of ultimate load carrying capacity.
However, the consideration of shrinkage of polymer modified mortar should improve the calculation.
FEM analysis can successfully give information ofstress distribution in repaired RC specimen and it
is shown that the different patching area causes a
specific stress distribution. For instance, in the caseof epoxy-based repair materials, the patching
length of 1000 mm caused a localization of stressin shear span and subsequently generated the large
diagonal shear crack while the full-span patchinghelps in distributing stress over the shear span aswell as preventing formation of diagonal shear
crack.

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Nagataki, S., Okamoto, T. and Soga, T. (1990).
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211

Kuwano, R. & Jardine, R. J. (2007). Géotechnique 57, No. 7, 563–579 [doi: 10.1680/geot.2007.57.7.563]

A triaxial investigation of kinematic yielding in sand
R . K U WA N O * a n d R . J. JA R D I N E †The elastic-plastic behaviour of a reconstituted sand isconsidered under triaxial conditions, covering a wide
range of strains. Monotonic probing tests are used to
identify two types of kinematic yield surface for samples
with loose and dense initial states, under drained andundrained conditions and after different patterns of consolidation. Plastic strain development and global stiffness
degradation are found to be closely interrelated, and theinterpretation involves decoupling the elastic and plasticstrain components. The sizes and the shapes of the lociare strongly affected by effective stress states and histories, including any periods allowed for creep and ageing. A tentative qualitative micromechanical explanation
is offered for the phenomena observed.

On observe ici le comportement élasto-plastique d’unsable reconstitué, dans des conditions triaxiales et sur
une vaste plage de déformations. Des essais de sondage
monotones sont utilisés pour identifier deux types desurfaces d’écoulement cinématique pour des échantillons
aux états initiaux meubles et denses, dans des conditions
drainées et non drainées et après différents modes deconsolidation. On a observé que le développement de ladéformation plastique et la dégradation globale de la
rigidité sont étroitement liés, et l’interprétation impliquede découpler les composantes de déformation plastique etélastique. La dimension et la forme des loci sont fortement affectées par les antécédents et états de contraintes
effectives, y compris toute période de fluage et de vieillissement. L’article propose une explication micromécaniquequalitative du phénomène observé.

KEYWORDS: anisotropy; laboratory tests; sands; stiffness

INTRODUCTIONClassically, the term ‘yielding’ refers to the transition fromelastic to plastic behaviour, and is associated with sharpcurvature developing in a stress–strain relationship that had
been linear up to that point. At the other end of thespectrum, it can be argued that the ultimate yielding ofsands (under all-round compression) is delayed until the farlater stage when particle breakage becomes dominant: see,for example, Coop & Lee (1993). Following Mroz (1967),
schemes of multiple kinematic yield surfaces have been
employed to model the progressive yielding of soil between
such limits mathematically: see, for example, Simpson et al.
(1979), Al-Tabbaa & Wood (1989), Stallebrass (1991) or
Puzrin & Burland (1998).
High-resolution experiments are needed to investigate key
questions: the possible shapes of such surfaces; whether theprocesses are smoothly continuous; or whether yielding
involves any physically significant distinct phases. Laboratory observations with clays led Jardine (1985, 1992) topropose that at least two distinct kinematic surfaces (Y1 andY2 ) exist within the classical large-scale yield surface (Y3 )that (a) mark significant changes in mechanical responseand (b) surround the current effective stress point and canmove and develop as the effective stress state changes.
Some features of this scheme are illustrated in Fig. 1. The
Y1 surface corresponds to the linear quasi-elastic boundary.
Once engaged, the Y1 surface is dragged with the effective
stress point, although its shape and size may change. In
clays the plastic strains developed immediately after engaging the Y1 surface are relatively small, and unload–reload
cycles appear to follow closed hysteretic loops until thestress path engages the Y2 surface. At this stage plasticstraining develops more rapidly, with markedly more energy
being dissipated in cycles, and the stress–strain behaviour
becomes both rate dependent and subject to creep. The Y2
surface is dragged with the effective stress point; plasticstraining becomes progressively more important as the effective stress point moves towards the Y3 surface. Y3
yielding is associated with the onset of marked contraction,
dilation or abrupt failure, and corresponds to the conventional geotechnical understanding of yielding. In cases
where contraction is followed by dilation, the onset ofphase transformation may be considered as a further phase,Y4, of yielding. When plotted in normalised effective stressspace the Y3 yield points fall close to the local bounding
surface (LBS) associated with the prior particular consolidation stress history; the LBSs generally fall within the
soil’s outer state boundary surface (e.g. Jardine et al.,2004).
Smith et al. (1992), Smith (1992) and Jardine et al.
(2002) found that the above scheme applied well to naturalclays from Bothkennar and Queenborough in the UK. The
Y2 yielding surfaces were determined by noting:(a) the limiting conditions at which hysteretic stress–strainloops fail to close and irrecoverable strains start toaccumulate in slow undrained cyclic tests, and(b) the points where abrupt changes in strain increment
directions (or reduction in tangent stiffness) develop in
drained probing tests.
The Y2 surfaces applicable to undisturbed in situ conditions
could be correlated with contours of either increments ofstrain, or an incremental measure of the work expended.{
The Y3 surfaces were interpreted by logging(a) effective stress path direction changes in undrained tests(b) strain increment direction changes in drained tests or

Manuscript received 25 August 2005; revised manuscript accepted
28 March 2007.
Discussion on this paper closes on 3 March 2008, for further
details see p. ii.
* International Centre for Urban Safety Engineering, Institute ofIndustrial Science, The University of Tokyo, Japan.
† Department of Civil and Environmental Engineering, Imperial
College, London, UK

212{
Burland & Georgiannou(1991) proposed that the incremental
Ðwork ˜W (¼ (˜p9dvol + ˜qds )) was a useful measure fordescribing the kinematic small strain non-linear stiffness responseof low OCR clayey sands; Hird & Pierpoint (1997) argued that thesame applied to stiff Oxford clay.

563

KUWANO AND JARDINE

564
Y1 Y2

Y3

faces that were oriented parallel to (but not fully
symmetrical about) the consolidation effective stress path.
Tanimoto & Tanaka (1986) reported yield loci interpreted
from acoustic emission measurements that fell well inside
the conventional (Y3 ) surfaces, but were far more extensive
than the elastic regions expected from high-resolution static
testing on sands (see Tatsuoka et al., 1997). They appear tohave detected a sub-yielding process (possibly Y2 ) that takes
place between the elastic limit (Y1 ) and the Y3 surface.
Relatively little other experimental evidence has been published concerning sub-yielding behaviour in granular media.
Porovic (1995) described resonant column and torsional
shear hollow cylinder tests on Ham River sand that indicateda Y1 linear range that typically extended to a shear strain ofªŁz � 0.001%, while torsional shearing to beyond ªŁz �
0.02% led to vertical strains �z developing in addition toªŁz: Porovic interpreted the onset of pronounced crosscoupling as Y2 yielding. Zdravkovic & Jardine (1997) interpreted similar features, and also changes in rates of porewater pressure development, as indicators of Y2 yielding inhollow cylinder experiments on a non-plastic silt. Chaudhary& Kuwano (2003) reported the Y1 to Y4 yielding characteristics of Toyoura sand in a constant p9 plane obtained byhollow cylinder experiments.

1·0

Strainincrement
directions

dεs
dεvol

0

∆p
dq
dεs

dp
dεvol

Stiffness

q

0

∆p

Y1
(elastic limit)

Y3(large-scale yielding)Y2(significant plasticstraining)
0

p
ε ps
1·0

εpvol

Plastic strain
Total strain

0

∆p
Y1 Y2

Y3

εs: shear strain invariant  2(εv  εh)/3
εvol: volumetric strain  (εv  2εh)/3 in triaxial tests

Fig. 1. Scheme of multiple yield surfaces (Jardine, 1992;
Tatsuoka et al., 1997)(c) abrupt changes in tangent stiffness in either type oftest.
The large-scale yielding characteristics of sands have beenreported by Poorooshasb et al. (1966, 1967), Barden et al.
(1969), Frydman (1974), Tatsuoka & Ishihara (1974), Nova
& Wood (1979), Ishihara & Okada (1978), Vermeer (1978),Tatsuoka & Molemkamp (1983) and others. As is conventional in geotechnics, yield points were usually identified
from marked changes in the stress–strain or stress–work
relationships, with Graham et al. (1983) arguing that the two
measures lead to similar results in clays. Yasufuku et al.
Ð(1991a, 1991b) reported that the work expended, W(¼Ð ( p9d�vol +q qd�s )), and a normalised measure of work k(¼(d�vol + p9d�s )) were appropriate general parameters to define yielding in sand, finding approximately elliptical sur-

EXPERIMENTAL PROGRAMME
Kuwano (1999) undertook experiments to investigate theprogressive yielding of Ham River sand (HRS) as part of acomprehensive study into granular media. HRS is a uniform
clean sub-angular-shaped quartz sand, with a specific gravityof 2.66, a coefficient of uniformity of 1.67, a mean particle
size of around 0.27 mm and maximum and minimum void
ratios of 0.849 and 0.547 respectively.
Test series
We concentrate here on four of Kuwano’s drained (A toD), and one of her undrained (U), triaxial test series. The
Series A to D samples were air-pluviated and saturated by
vacuum and water flushing prior to back-pressure application; those for Series U were water-pluviated.
Isotropic and anisotropic effective stress states were considered, with samples being taken slowly to ‘consolidated’
effective stress points prior to drained or undrained probing
tests. All samples were aged for 12–24 h to allow creep tostabilise before applying a probing effective stress path.
Each experiment involved a fresh sample that was subjected
to a single style of probing, with only one nominated stressvariable being changed. For example, in the tests termed‘+v9’, � v9 was increased while keeping � h9 constant. The
abbreviations applied to the drained probing test types aredefined in Table 1; undrained compression and extension
tests were also performed.
The series involved samples with initial relative densities
between 17% and 63% that had been taken to OCRs
between 1 and 3.7 (under K0 or isotropic conditions) andtested in the modes summarised in Tables 2 and 3. Most
tests involved stress control, although the +v9, �v9 andundrained experiments employed strain control. The effective stress paths followed in Series A to D are shown in
Figs 2(a)–(d). Where feasible, shearing was continued to
failure.
As described by Kuwano (1999), Jardine et al. (2001) andKuwano & Jardine (2002a), the sand’s stress–strain behaviour is time dependent, a feature that has been emphasised
by Tatsuoka et al. (2002a), Matsushita et al. (1999), Kuwano
et al. (1999), Di Benedetto et al. (2001), Nawir et al. (2001)
and others. The deformations accumulated during the HRS

213

A TRIAXIAL INVESTIGATION OF KINEMATIC YIELDING IN SAND

565

Table 1. Loading type in probing tests
Type of probing test
(abbreviations)

+v9
�v9
+h9
�h9
+p9
�p9
+q
�q

Loading conditions

Direction of effective stress
path in p9–q space, Ł(angle withrespect to p9-axis)

˜� v9 . 0 with ˜� h9 ¼ 0
˜� v9 , 0 with ˜� h9 ¼ 0
˜� h9 . 0 with ˜� v9 ¼ 0
˜� h9 , 0 with ˜� v9 ¼ 0
˜p9 . 0 with ˜q ¼ 0
˜p9 , 0 with ˜q ¼ 0
˜q . 0 with ˜p9 ¼ 0
˜q , 0 with ˜p9 ¼ 0

728
2528
3268
1468
08
1808
908
2708

Table 2. Probing test conditions
Test series

SampleState of density(Initial void ratio)(Relative density)

Stress state at beginning of shearing

Type of probing test performed

A

A1–8
B1�4

C

C1�4

D

D1�5

Anisotropic
Lightly overconsolidated (OCR ¼ 1.3)
(� h9 ¼ 127 kPa, � v9 ¼ 243 kPa)
Anisotropic
Lightly overconsolidated (OCR ¼ 1.3)
(� h9 ¼ 127 kPa, � v9 ¼ 243 kPa)
Anisotropic
Normally consolidated(� h9 ¼ 142 kPa, � v9 ¼ 316 kPa)
Isotropic
Overconsolidated (OCR ¼ 2)
(� h9 ¼ 197 kPa, � v9 ¼ 207 kPa)

+v9, �v9, +h9, �h9,
+p9, �p9, +q, �q

B

Loose
(ei ¼ 0.76–0.77)(Dr ¼ 25–30%)
Dense(ei ¼ 0.66–0.67)(Dr ¼ 60–63%)
Loose(ei ¼ 0.74–0.76)(Dr ¼ 30–36%)
Loose(ei ¼ 0.74–0.76)(Dr ¼ 30–36%)+v9, �v9, +h9, �h9+v9, �v9, +h9, �h9+v9, �v9, +h9, �h9,
+p9, �p9

Table 3. Undrained test conditions
Test series
U

SampleState of density

Stress state at beginning of shearing

Type of shearing

U1

ei ¼ 0.77
Dr ¼ 27%ei ¼ 0.78
Dr ¼ 24%ei ¼ 0.80
Dr ¼ 17%ei ¼ 0.76
Dr ¼ 30%ei ¼ 0.80
Dr ¼ 17%ei ¼ 0.75
Dr ¼ 33%

Anisotropic
Normally consolidated(� h9 ¼ 300 kPa, � v9 ¼ 600 kPa)

Compression (+v)
Extension (�v)

Anisotropic
Overconsolidated (OCR ¼ 2.0)
(� h9 ¼ 216 kPa, � v9 ¼ 300 kPa)

Compression (+v)
Extension (�v)

Isotropic (after K0 consolidation and swelling)
Overconsolidated (OCR ¼ 3.7)
(� h9 ¼ 163 kPa, � v9 ¼ 163 kPa)

Compression (+v)
Extension (�v)

U2
U3
U4
U5
U6

tests’ consolidation ageing periods were considerable incomparison with those in the preceding ‘primary’ loading(Kuwano & Jardine, 2002b). The effects of varying thecreep-ageing periods were not studied, but it is likely thatslow consolidation and ageing allows the Y3 surface toextend outwards in sands. Tatsuoka et al. (2002b) show thatsand creep is related to (a) the rate at which time independent (inviscid) strains develop, and (b) any accelerations (ordecelerations) of the inviscid strain rates. However, the data
described are indicative of the response to moderately slow
loading starting from an initial state where creep rates had
fallen to below 0.002%/h.

214

Test apparatus
The drained tests were performed on specimens 100 mm
in diameter and 200 mm high, in a computer-controlled
stress path cell that employed lubricated ends (with enlarged
platens) and had sufficiently precise local strain and benderelement instrumentation to determine the cross-anisotropic
elastic properties at very small strains: see Kuwano et al.
(2000). The Series U experiments involved an automatedBishop and Wesley stress-path cell with specimens 38 mm indiameter and 76 mm high. Axial strains were monitored
locally, but with insufficient resolution to identify the linear
Y1 ranges reliably.

KUWANO AND JARDINE

566

by axial compression in the +v9, +q, h9 and p9 test
modes. The mean peak value of 9 in compression for theloose samples was 358, slightly higher than the typical HRS
critical state angle of around 328, and independent (asKEY FEATURES OBSERVED
Shear failure parameters
The peak shear strength failure conditions for Series A to
D are summarised in Figs 2(a)–(d). Samples reached failureφ  38·5°400

400φ  34·5°

v
q
200

v
200

p

q: kPa

p

0

0
0

h

q: kPa

h

400

200

0

400

200

v
q

h

v
h

φ  31°

200

200

p: kPa(a)p: kPa
(b)

400

400
φ  35°φ  35·5°
v
v
200

200

q: kPa

h

0

0

200

400

q: kPa

-h

p

0

p

0

400

200

600

v
v

h
φ  33·5°
200

h
200

p: kPa(c)consolidation pathφ  34°

shearing path
400
failure envelop

Fig. 2. Effective stress paths followed: (a) Series A (loose, K0 , OCR(loose, K0 , OCR1.0); (d) Series D (loose, isotropic, OCR
2.0)p: kPa(d)1.3); (b) Series B (dense, K0 , OCR1.3); (c) Series C

215

A TRIAXIAL INVESTIGATION OF KINEMATIC YIELDING IN SAND
expected) of the probing stress path direction. The –v9, �q
and +h9 mode tests reached failure in extension, giving peak
9 ¼ 31–34o for the loose samples. Peak angles of 38.58
and 378 were developed in compression and extension
respectively by the denser Series B samples.
The following sections describe the features identified in
Series A, which involved K0 -consolidated specimens unloaded to OCR ¼ 1.3 prior to probing. Lightly overconsolidated conditions are considered first, because the behaviour of
normally consolidated samples is untypically constrained by
the large-strain Y3 yield surfaces (Jardine, 1992). Later sections concentrate on the features noted with denser samples(Series B), at lower OCR (Series C), after isotropic consolidation (Series D), and in undrained shearing (Series U).
IDENTIFICATION OF MULTIPLE YIELDING SURFACESIN SERIES A
Main features of pre-failure behaviour and Y3 yielding
The stress–strain responses of the series A tests arepresented in Figs 3(a)–(d) in terms of the axial (v � ˜ v9 ),radial (h � ˜ h9 ), volumetric (vol � ˜p9) and deviatoric(s –˜q) incremental responses. As described later, the Y3
points plotted as squares were interpreted by decoupling theelastic and plastic strain increments. The latter Y3 points
correspond reasonably well in most, but not all, of the tests
to changes in the global tangent elastic-plastic stiffness. The+q, �h9 and �p9 tests showed unmistakable bends at theirY3 points, while the +v9, –v9 and –q samples exhibited lessabrupt changes, suggesting a more progressive form of Y3

567

yielding. The +p9 and +h9 tests showed only moderate
curvature, with no distinct Y3 yielding.
Y1 and Y2 sub-yielding
The small-strain responses seen in Series A are presented
in Figs 4(a)–(d), following the same scheme as Fig. 3. Eachtest had a linear start, the end of which defines a Y1 point.
The sign of the stress change did not affect the value of theinitial stress–strain gradients (see, for example, tests +v9
and –v9), but it did affect the lengths of the linear segments.
Kuwano & Jardine (2002b) describe companion small-amplitude cyclic tests, showing that, if the loading path reversed
within the Y1 region, the stress–strain relationship would
retrace its initial path back to the origin without developing
any plastic deformation. Shear wave velocity measurements
were made with orthogonally oriented bender element transducers. Assuming rate-independent behaviour at very small
strains and combining the above in a single interpretation
indicated that behaviour within the Y1 surfaces could be
described by a cross-anisotropic elastic stiffness matrix
whose terms varied as power functions of the relevant effective stress components, while also depending on current void
ratio. Despite potential uncertainty in shear wave velocity
determination, the best-fitting coefficients shown in Table 4
led to predictions that were compatible with measurements
made in independent constant-p9 and -q tests. The coefficients led to reliable predictions for the anisotropic stiffness
measurements made over a wide range of effective stressstates,. As shown by the Series C and U tests, the sizes and
400

300
200

h

300
v

0
4

6

2

200

0

4

2

6

8

∆σh : kPa∆σv: kPa

100

100
0

100
4

Y3

v

3

200

2

1

h

0

1

100

300
Axial strain: %
(a)

2
Y3

200
Radial strain: %
(b)

400

200

300

100

200

0

p

4

∆q: kPa∆p: kPa

q

100
0

2·0

1·5

1·0
p

0·5

0

0·5

1·0

1·5

2·0

0

2

4

2

6

100
Y3
200
q
300

100
Y3
200
Volumetric strain: %
(c)

400
Shear strain invariant: %(d)Fig. 3. Overall stress–strain relationship in drained probing tests (Series A): (a) 6v9 test; (b) 6h9 test; (c) 6p9 test; (d) 6q test

216

KUWANO AND JARDINE

568

40

60

30

40

20
v

0·020 0·015

00·010 0·005 0 0·005

0·010

0·015

0·020

0
0·020 0·015 0·010 0·005

0

0·005

0·010

0·015

0·020

10

20

v

h

10

∆σh : kPa∆σv : kPa

20

20

h

Y1

40

30
Y1
40

60
Axial strain: %(a)Radial strain: %
(b)
50

40

40

30

30

20

0·03

0·02

0·01

0

0·01

0·02

0·03

0·04

10
-p

∆q: kPaΛp: kPa

0
0·04

q

20

p

10

10
0
0·020 0·015 0·010 0·005
0
10

0·010

0·015

0·020

20

q

20

0·005

30
30

40

Y1
40

Y1

50

Volumetric strain: %(c)

Shear strain invariant: %(d)Fig. 4. Stress–strain relationship in drained probing tests at small strains (Series A): (a) 6v9 test; (b) 6h9 test; (c) 6p9 test; (d) 6q
test

Table 4. Material constants for empirical expression of elastic stiffness
Stiffness
Material
constants

C: MPa
a
b

E9v

E9h

Gvh

Ghh

204
0.52
–

174
–
0.53

72
0.32
0.2

81
�0.04
0.53

Empirical expression: f (e)C(pv9r ) a (ph9r ) b
where f (e) is the void ratio function proposed by Hardine & Richart (1963) (¼ (2.17 � e)2 /(1 + e)), and pr is a reference pressure (¼ 101.3 kPa).

shapes of the kinematic Y1 surface are highly dependent on
both the current effective stress conditions and the recent
stress history.
Figures 5(a)–(c) show the strain paths (s –vol ) followed
at three scales. The first diagram indicates that within Y1 (atvery small strains), the strain increment ratios, ds /dvol ,were practically constant and showed a one-to-one correspondence with the applied stress increment directions.
Quantitative checks show that the gradients match the values
expected from cross-anisotropic theory, bearing in mind theeffects of the current effective stresses on the cross-anisotropic stiffness matrix terms (Kuwano, 1999). The relationships between s and vol did not change immediately after
passing the Y1 points; the ‘elastic’ des =devol ratios continued

to apply until significantly larger strains had developed. The
points where the strain path directions (defined in s –volspace) finally changed (in some cases only slightly) areindicated in Figs 5(a) and 5(b) as Y2 yielding points.
Phase transformation and critical states
Kuwano’s research was concerned mainly with small-strain
behaviour, and most of her tests were terminated before
dilation ended and critical states had been achieved. However, clear Y4 points, marking the onset of dilation, wereseen in the Series A tests, with all four samples developing
significant volumetric expansion as they were sheared towards failure: see Fig. 5(c). Similarly, her loose samples

217

A TRIAXIAL INVESTIGATION OF KINEMATIC YIELDING IN SAND
0·03
q

h

569

matching the critical state line shown in Fig. 6 from Coop
& Lee (1993). Undrained extension tests experienced phasetransformation at far lower p9 values and developed strain
localisation at earlier stages.

v

0·02

ε5: %

0·01
-p

0·04

0

0·02
Y1
Y2

0

0·02

0·04

0·06

v
0·01

Y3 yielding
It is difficult with sands to determine the intermediate
large-scale yielding (Y3 ) points consistently under the fullrange of triaxial conditions. The +v9, �v9, �h9, �p9 and +q
tests showed reasonably clear stress–strain gradient breaks.
But the other three Series A tests did not show any suchbreaks, or tell-tale changes in strain increment direction (seeFig. 5(c)). Coop & Lee (1993) argue that full yielding isdelayed under isotropic (or K0 ) compression conditions until
particle breakage dominates and the e–log p9 curves steepen
to join the high-pressure virgin compression line (VCL). As
shown in Fig. 6, Kuwano’s normally consolidated HRS
samples developed isotropic e–log p9 curves at moderatestress levels that are relatively flat in comparison with Coop
& Lee’s VCL; we estimate that Kuwano’s loosest samples
might reach the VCL at p9 � 8 MPa and the densest at
perhaps 20 MPa. However, comparing the shapes of theloading and unloading stages of Kuwano’s tests in Fig. 6;
shows clear evidence of plastic straining at much lower
pressure levels. Kuwano (1999) and Jardine et al. (2002)
tracked the ratio of the plastic, d p , to total strain, d t ,increments as

0·08

p

0·02

h

q

0·03

εvol: %(a)0·3 q
h

v

0·2
p

ε5: %

0·1

0
0·4

0·2

0

0·2

0·4
p

0·1
Y2
Y3

d p d t � d e
d e
¼
¼1� t
(1)
t
t
d
d
d
The elastic increments d e were evaluated by applying thecross-anisotropic hypoelastic stiffness expressions referred toearlier and described by Kuwano & Jardine (2002b). The
first loading compression response of HRS was found to be
predominantly plastic and rate dependent (and the unloading
behaviour more nearly elastic) under typical engineeringpressure ranges. Even initially dense samples gave d p /d t �0.70 while undergoing K0 compression at p9 ¼ 50 kPa, rising
to 0.85 at p9 ¼ 200 kPa. The d p /d t ratios grew with test
duration, with creep contributing 15–30% of the total strains

h

0·2
v

q

0·3
εvol: %
(b)
6
q
4
h
v

1·0

ε5: %

2

0·9

p

Loading

0

p

0

1

1

Unloading2qDilation (Y4)4
εvol: %
(c)Fig. 5. Strain paths for test Series A: (a) at small strains; (b) at
small to medium strains; (c) overall strain range

confirmed the sand’s tendency to develop ultimate 9 valuesof �328. Undrained compression tests on her loosest samples(with e � 0.80) tended towards critical states at p9 � 1 MPa,
with denser samples indicating higher p9 values, broadly

218

Void ratiov
2dεp/dεt  0·95

0·8

h
Y3

Isotropic compression tests
and compression line VCL(Coop & Lee, 1993)

0·7

0·6
CSL
(Coop & Lee, 1993)
0·5

0·4

Typical isotropic load–unload tests
on HRS by Kuwano (1999)
a range of dεp/dεt  0·6–0·8
10

100

1000
p: kPa

Fig. 6. Compression lines of HRS

10 000100 000

KUWANO AND JARDINE

570

shear failure. The steepest changes in d� p /d� t occur over the
0.01–0.1% strain range, which has the greatest impact onpractical engineering (Jardine, 1995).
Defining sub-yield surfaces in terms of a constant d� p /d� t ratio offers an attractive approach when attempting to
map a complete Y3 surface in q–p9 space. Kuwano(1999) adopted the d� p /d� t ¼ 0.95 contour tentatively,
since this matched the clear yield points seen in the +q
and �h9 tests. However, it was argued above that isotropic (or K0 compression) tests would develop d� p /d� t ¼
0.95 contours that extend out to very high pressures andapproach the VCL at p9 values 5 to 10 times greaterthan p9c , where particle crushing dominates behaviour.
None of Kuwano’s normally consolidated samples approached such pressures, so the surface could not be
closed on the right-hand side. As discussed later, thelocal bounding surfaces (LBS) indicated by the ‘postyield’ sections of the undrained tests’ effective stresspaths also fell well inside the drained tests’ d� p /d� t ¼
0.95 contour, leading to a potentially severe incompatibility between Y3 and the LBS. Recognising that d� p /d� t
is affected by rate processes and effective stress level, alower ratio of 0.85 is proposed to cover Series A to D
and U. This leads to a capped Y3 shape that (a) hardensas ‘consolidation’ pressure increases, and (b) falls far
closer to the normally consolidated effective stress points.

1·0

1·0

0·9

0·9

0·8

0·8

0·7

0·7

0·6

0·6

dεp/dεtdεp/dεtdeveloped by loose or dense HRS. The extreme values ofd� p /d� t applying under high-pressure compression conditions
on the VCL can be estimated in a similar way. Comparing
the elastic bulk stiffness expected at p9 � 8 MPa with theequivalent global stiffness (vp9/º) on the VCL indicates ad� p /d� t ratio � 0.95. Intermediate ratios apply between theselimits, and a value of 0.85 is interpreted as being the mostapplicable single value to represent Y3 in Series A to D,
although it is noted that the ratio can climb nearer to unity
for samples undergoing shear failure.
The development of d� p /d� t with stress state has been
computed for all of Kuwano’s triaxial tests, taking accountof effective stresses and void ratio, but not of any effects of‘shearing damage’ that could change the cross-anisotropic
hypo-elastic properties. Kohata et al. (1997) reported thatsuch ‘damage’ was insignificant in reconstituted sand until
near failure. Multiple vertical shear wave velocity measurements made in the Series A to D tests showed that ‘damage’led to deviation from the predicted cross-anisotropic hypoelastic pattern only after Y4 and the onset of strong dilation(Kuwano, R. et al., 1999).
Figures 7(a)–(d) show the plastic straining patterns developed in the Series A tests, which all started from ‘aged’equilibrium initial stress states. The initially negligible plastic components gradually grew as strains increased (post-Y1 ),with d� p /d� t rising to a maximum of 0.98 in tests taken to

0·5

0·5

0·4

0·4

0·3

0·3
v
v

0·2

0·2

0·1
0
0·0001

h
h

0·1
0·001

0·01

0·1

1

0
0·0001

10

0·001

1·0

1·0

0·9

0·9

0·8

0·8

0·7

0·7

0·6

0·6

0·5
p
p

0·4

0·2

0·2

0·1

0·1
0·01
0·1
Volumetric strain: %
(c)

1

10

1

q
q

0·4
0·3

0·001

0·1

0·5

0·3

0
0·0001

0·01

Radial strain: %(b)dεp/dεtdεp/dεt

Axial strain: %
(a)

10

0
0·0001

0·001

0·01
0·1
Shear strain invariant: %
(d)

1

10

Fig. 7. Elastic and non-elastic components of strain increments for test Series A: : (a) 6v9 tests; (b) 6h9 tests; (c) 6p9 tests; (d) 6q
tests

219

A TRIAXIAL INVESTIGATION OF KINEMATIC YIELDING IN SAND
This ratio may appear to be marginally low when applied
to the tests involving steeply inclined effective stresspaths, but it is suggested that the original d p /d t ¼ 0.95
condition may be more consistent with states approaching
the outer state boundary surface (SBS).

ε=Consolidation
0·005%
0·01%
0·05%
0·1%
0·5%
1%
Dilation

ε2vol  ε2s

200

100

q: kPaContours of strain vector length
Kinematic yield surfaces have been related in earlier studies to strain criteria expressed in terms of invariant shear
strain s and volumetric strain vol . Contours for these strain
components are shown in Figs 8(a) and 8(b) from the Series
A tests. The s contours from the axial compression tests(+v9, +q, �h9 and –p9) are all aligned with the K0 consolidation path, curving downwards at the higher p9 levels. Thoseof the extension group (�v9, �q, +h9 and +p9) are similarly
inclined, but show more curvature at lower p9 values. The
volumetric strain contours are more complicated, since bothcompressive and dilative volume strains develop. The compressive half of the diagram shows a progressive shift fromsteeply inclined, nearly linear, contours to a more cap-likecurved shape at larger strains. The contours shown on the
expansive side also tend to be steeply inclined.
In order to express the combined strains in a single
measure, contoursof the length  of the strain vector (s ,qﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃ
vol ),  ¼ 2vol þ 2s , are plotted in Fig. 9. The patterns
exhibited up to  � 0.05% are approximately symmetricalabout the recent effective stress path (unloading from OCR¼ 1 to 1.3). The  contours become stretched to the right( p9 increasing) at larger strains. Densely packed contours,
which indicate rapidly reducing stiffness, were particularly
noticeable in the upper left quadrant occupied by the –p9,
�h9, +q and +v9 tests, where there is least space between
the initial effective stress point and the Y3 surface.

571

300

0
0

100

200

300

400

100

200
p: kPa

Fig. 9. Strain (length of strain vector) contours (Series A)

Contours of work expended
Incremental work has also been proposed as a criterion todefine kinematic yield surfaces. The increment expended perunit volume in travelling along any given stress path iscalculated asð
˜W ¼ ð˜ p9vol þ ˜qs Þ
(2)

300

q: kPa

200

100

0

0

100

200

300

400

Consolidation
0·005%
0·01%
0·05%
0·1%
0·005%
0·01%
0·05%
0·1%
Dilation

100p: kPa(a)
300

q: kPa

200

100

0

0

100

200

300

400

Consolidation
0·005%
0·01%
0·05%
0·1%
0·005%
0·01%
0·05%
0·1%
Dilation

This measure does not represent the total amount of work
expended (or recovered), which involves the full stresses andstrains rather than their increments. However, the ˜Wdefinition has the useful properties of (a) being related
mainly to the incremental (kinematic) behaviour and (b) of
being positive under most conditions (but not including
shear-induced dilation). The two components of ˜W are
illustrated in Fig. 10, which also shows how the signs of thecomponents can vary with stress path direction. Contours of
˜W obtained from the Series A tests are presented in Fig.
11. Their shapes are broadly similar to those of the 
contours given in Fig. 9. Note that the contours plotted haveabsolute values. Dividing by a stress, such as p9, makes thecontours non-dimensional.
Observed yield surfaces, and contours of strain vector lengthand increments of work expended
The effective stress points at which the Series A samples
reached d p /d t values of 0.5, 0.7 and 0.85 are plotted inFig. 12(a). The interpreted envelopes for Y1 (d p /d t ¼ 0),
Y2, Y3 (d p /d t ¼ 0.85) and unit vectors of plastic strain
increment} are also shown. Portions of the surfaces that must
be considered as being tentative at this stage are shown asdashed curves. Cyclic tests, or creep holding experiments,

100p: kPa(b)

Fig. 8. Shear strain invariant and volumetric strain contours in
Series A: (a) shear strain invariant; (b) volumetric strain

220}
Unit vector of plastic strain increment:
01dpvoldps@qﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃ , qﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃA(dpvol )2 þ (dps )2(dpvol )2 þ (dps )2

KUWANO AND JARDINE

572

q

q

∆q·δεs  0∆q∆q·δεs  0∆Ws  ∫∆q·dεs∆q·δεs  0∆q·δεs  0
δεs
p

εs


(The line separating the region of positive
and negative δεs is inclined, as can be seen in Fig.8.)



(a)
q
∆p·δεvol  0∆p·δεvol  0∆p·δεvol  0∆p·δεvol  0


εvol

p





∆p
(The line separating the region of positive
and negative δεvol is inclined, as can be seen in Fig.8.)

δεvol∆∆Wvol  ∫∆p·dεvolp(b)Fig. 10. Incremental energy expended by: (a) shear; (b) compression

might be able to identify Y2 yielding more distinctly,
particularly in the region of increasing p9 and low q/p9.
Points to note include the following.
(a) Unlike the contours of strain vector length andincremental expended work, the initial Y1 locus is not
symmetrical around the common initial (pre-probing)effective stress point. Instead it is significantly elongated in the  v9 increasing direction.
(b) The contours of d p /d t at 0.5, 0.7 and 0.85 have
similar shapes to those of the strain or incremental
expended work contours.
(c) Y2 is located inside the d p /d t ¼ 0.5 contour.
(d ) The directions of the unit vectors of plastic strain
increment are practically constant within the Y2 surface.
In some cases, the unit strain vectors showed clear
rotation on meeting the Y2 surface.
(e) While the d p /d t ¼ 0.5 and 0.7 contours have similar

shapes, the contours are stretched out in the p9
increasing direction at larger values of d p /d t .
The Y1 and Y2 surfaces identified in Fig. 12(a) haveclosed shapes centred above and to the right of the initialeffective stress point. The Y3 surface has a capped shape,
but is not symmetric about the isotropic axis.
Elastic-plastic stiffness–strain relationships from Series A
The degradation of tangent elastic-plastic stiffness withstrain is illustrated in Fig. 13, considering the �v9 and �h9
tests from Series A. When calculating E9h from the �h tests,
the initial Poisson’s ratio 9hh measured at very small elasticstrains was assumed to remain constant at 0.1 as strains
grew. The interpreted Y1 to Y4 yielding points are also
indicated. By definition, the overall elastic-plastic stiffness
started to fall at the points of Y1 yielding. However, theassociated strain level depended on the recent stress history,221

A TRIAXIAL INVESTIGATION OF KINEMATIC YIELDING IN SAND
300

yielding may be identified from the following three observations, which may lead to a spread of possible results in sometests:

Consolidation∆w  ∫(∆p dεvol  ∆q dεs)0·001 kJ/m3
0·01 kJ/m3
0·1 kJ/m3

200(a) sharp curvature in the stress–strain relationship(b) d p /d t reaching the predefined limiting ratio, or(c) any rotation of the effective stress path rotation to join
the contractive ( p9 decreasing) post-Y3 phase.

1 kJ/m3
Dilation

q: kPa

100

0

0

100

200

300

400

100

200
p: kPa

Fig. 11. Energy contours (Series A)

and the permitted ageing period. The degree of stiffness
decay is clearly influenced by the distance between theinitial effective stress point and the Y3 surface. The +v9 and–h9 tests degraded rapidly post-Y1 while the –v9 and +h9
test curves fell more gently, even though their elastic limits
were reached at lower strains (around 0.001%). The stiffness–strain curves showed no clear break or change at the
point of Y2 yielding, with tangent stiffness falling 35–80%
below their respective initial maxima. The tangent stiffnesses
applying at the Y3 yield points fall between 5% and 45% of
the pre-Y1 maxima: by definition, 85% of the incremental
straining was plastic at this point.
PATTERNS SEEN IN TEST SERIES B, C, D AND U
Further drained experiments were conducted on denser
samples (Series B), and at lower OCR (Series C) and after
isotropic consolidation (Series D), as detailed in Table 2.
The yield surfaces interpreted from these tests are presented
in Fig. 12(b)–(d).
Series U, which involved undrained compression andextension tests on K0 -consolidated samples with OCRs 1 to
3.7 (see Table 3) gave the data presented in Figs 14 to 16.
The first two figures present the stress–strain and excess
pore water pressure plots, along with interpreted Y2, Y3 andphase transformation point (PTP, Y4 ) yield points. The effective stress paths followed and the interpreted Y2 surfaces arepresented in Fig. 16. The early parts of the stress–strain(v –˜q) curves exhibit an apparently initial linear portion,
as did the pore water pressure–deviator stress change plots(˜u–˜q). Although the Y1 points could not be identified
precisely with the strain sensors employed for these tests,
the undrained effective stress path directions dq/dp9 appeared
to remain constant well beyond the linear limits expectedfrom Series A and B. The gradients dq/dp9, which reflect thecurrent directions of the plastic strain unit vectors, aresubvertical, and the slight changes that are tentatively associated with Y2 yielding are identified most easily by plotting
the excess pore pressure ratios ˜u/˜q. The onset of Y3

222

573

The latter eventually ended with phase transformation (Y4yielding) and the onset of suppressed dilation towards critical state conditions.
Tracking the Y3 and Y4 points shows that overconsolidation leads to inward shrinkage of the Y3 surfaces. The latterfeature was particularly pronounced in the compression tests;
Porovic (1995) noted similar trends. As mentioned earlier,
the Y4 points were quite different under compression andextension conditions.
Figure 17 summarises the Y1, Y2 and Y4 yield lociobtained from drained and undrained tests on loose HRS
samples (Series A, C, D and U). Points to note from theseand earlier figures include the following.
(a) The location, shape and alignment of the Y1 locidepend critically on their recent stress history, with thekinematic loci developing elongated shapes that trail
the effective stress path during both consolidation andoverconsolidation.
(b) There is broad agreement between the shapes of the Y2
surfaces interpreted from equivalent drained andundrained experiments; the same applies to the Y3
surfaces based on the d p /d t ¼ 0.85 contour.
(c) The kinematic Y2 loci are affected by the relative
location of the current stress point in relation to thecurrent Y3 surface, as well as the recent stress history.
(d ) The Y3 surfaces grow in proportion to the consolidation
p9c values. Isotropic consolidation leads to more
symmetrical Y3 shapes than anisotropic, and (with allother factors held constant) the Y3 surfaces of dense
samples extend out to higher values of p9 values thanthose of loose samples.
(e) Comparing Series A and C shows that overconsolidation (to OCR ¼ 1.3) reduces the Y3 surfaces’ scale byperhaps 8%. The undrained Series U tests indicatedshrinkage of up to 25% at OCR ¼ 2 and 40% at OCR¼ 3.7. While significant, these changes are far lessimportant than the corresponding relocations andchanges in size of the Y1 and Y2 loci.
( f ) Other features shared by all tests are: (i) constantdirections of unit plastic strain vectors within the Y2
surfaces; and (ii) the contours of d p /d t at 0.5, 0.7 and0.85 being similar to those of the incremental expended
work, but not matching the interpreted Y1 or Y2
surfaces exactly.
(g) The areas inscribed by the Y1 and Y2 surfaces dependon the stress history and void ratio. The area A1 withineach Y1 surface is evaluated in Table 5. The areas varywith p92 , giving A1 /p92 ratios of �0.035 for loose
samples and 0.042 for dense samples under similareffective stress conditions. Just as stiffness increases asvoid ratio reduces, so do the stress changes and work
increments required to bring about Y1 yielding.
The tangent stiffness obtained from the Series, B, C, D
and U vertical compression and extension (�v9) tests arepresented in Figs 18 and 19. The decay of stiffness is clearly
linked to the span of stress (and hence strain) between theinitial effective stress point and the Y3 surface. The axial
strains required for Y1 yielding are of the order of 0.001%,
while those for Y3 ranged between 0.01% and 0.1%. Intermediate limits apply to Y2 yielding (mostly around 0.01%),

KUWANO AND JARDINE

574
300

300

Anisotropically consolidated
loose HRS (OCR  1·3)

Y4
200

200

Y1
100

Y1

dεp/dεt  0·5

q: kPa, dεps

q: kPa, dεps

dεp/dεt  0·5

100

Y2
p

t

dε /dε  0·7

0Y4

Anisotropically consolidated
dense HRS (OCR  1·3)Y2
dεp/dεt  0·7
0

0

100

200

300
p

0

400

100

Y2

200

300

400

t

Y3 (dε /dε  0·85)
100

100

Y3 (dεp/dεt  0·85)
Y4

200

200

p: kPa, dεpvol
(a)

300

300

Anisotropically normally consolidated
loose HRS
Y4

Isotropically consolidated
loose HRS (OCR  2)Y3 (dεp/dεt  0·85)

200
Y1
Y2

p
p: kPa, dεvol
(b)

Y4

200

Y3 (dεp/dεt  0·85)dεp/dεt  0·7dεp/dεt  0·5dεp/dεt  0·7

100

q: kPa, dεps

q: kPa, dεps

100

0
0

100

200

300

400

100

200

dεp/dεt  0·5
Y1
0

0

100

200

Y2
300

400

100

Y4
p: kPa, dεpvol
(c)

200

Y4

p: kPa, dεpvol(d)Fig. 12. Yield surfaces: (a) Series A; (b) Series B; (c) Series C; (d) Series D

while the tangent stiffnesses had typically lost 20–50% of
their initial values by the onset of Y2. As noted earlier,extended creep periods are likely to affect the sand’s stiffness response, including the linear range and rate of stiffness
decay post-Y1.
SUMMARY OF THE FOUR STAGES OF YIELDINGThe yielding of HRS takes place in four distinct stages.
Insights gained from micromechanical analyses suggest atentative correlation between the sand’s micro- and macromechanical behaviour that is summarised in Table 6.

Pre-yielding: within the Y1 surface
The sand’s response within the initial Y1 surface ispractically linear elastic. Small load–unload loops indicate
insignificant energy loss, and the stiffness response can be
expressed in terms of a void ratio function and a hypoelastic
cross-anisotropic compliance matrix. The matrix terms areaffected by both void ratio and the current effective stresses.
As noted in Table 6, it is thought that stress changes thatremain within the initial Y1 surface do not alter the arrangements of, or contacts between, the sand particles. The
particle assembly behaves as a highly redundant elastic
structure, with most of the applied load being carried

223

A TRIAXIAL INVESTIGATION OF KINEMATIC YIELDING IN SAND

575

1500

400
Y1
v

300
v

U1
U3

Y2

q: kPaEv: MPa

1000

PTP

200

500

U5

Y3
100

U4

15
Y4

0
0·0001

0

U2

5

0

5

10

10

15

U6
500

0·001

0·01
0·1
Axial strain: %
(a)

1

10

Axial strain: %

400

400

U1

200

q: kPaEh: MPaU3Y3h (vertical compression)

200

100

Y2

Y1

300

Y2

h
(vertical extension)

U5

U2
U4
0

Y3

0·4

0·2

0

Y4

0
0·0001

0·2

0·4

U6
Arrows indicate
test starting points
200

0·001

0·01

0·1

1

Axial strain: %10

Radial strain: %(b)Fig. 14. Stress–strain relationships in undrained tests (Series U)

Fig. 13. Degradation of tangent elastic-plastic stiffness withshearing (Series A): (a) 6v9 test; (b) 6h9 test

40

through concentrated force chains, very few of which undergo any yielding, even at their contact points. For the global(macro) response to be linear over even a very small strain
range, the contacts need to have experienced some inelastic
process such as creep, asperity flattening or bonding.

U1
30

U6

U4

U5
20

224

U3

∆u: kPaY1 yielding
Once the stress point engages the Y1 surface, the stress–
strain behaviour becomes inelastic. The sand develops plasticstrains and a non-linear response. The strains do not recoverif the stress path is reversed. Once engaged, the Y1 yieldsurface is dragged with the current effective stress point, andthe surface’s orientation becomes significantly elongated in
the trailing direction, creating a strong stress history dependence. The overall elastic-plastic stiffness degrades rapidly
and significantly, with the tangent stiffnesses being affectedby the direction and sign of the stress increment, the strainlevel, and the proximity of the Y3 surface. Despite the onsetof plastic straining, the directions of the strain increments,ds /dvol , remain related to the applied stress changes (aswithin Y1 ) and unchanged in tests that follow constant stress
path inclinations.
The global (anisotropic) stiffness response exhibited be-

10

0

150

100

50

0

50

100

150

U2
10
Y2
3∆u  ∆q

20
∆q: kPa

Fig. 15. Generation of pore water pressure in undrained tests

KUWANO AND JARDINE

576
600

500
Y1
400

500

v

Y2
Y3

PTP

400

Ev: MPa

Y3

v

300

Y2

200

300

Y4

OCR  1

100

q: kPa

Y2

Y3

200
0
0·0001

Y4

0·001

0·01
0·1
Axial strain: %
(a)

Y2

100

0

10

500

OCR  2

Y2

1

Y1

OCR  3·7
0

100

200

300

400

400

500

Y3

v

Ev: MPa

100

Y4

200

300

v
Y2

200
Y3

p: kPa

Fig. 16. Effective stress paths and yield points in undrained
tests on loose HRS K0 -consolidated with various OCRs

00·0001

0·001

0·01
0·1
Axial strain: %
(b)

600

Y4

Y1

500

Y4

100

1

10

500

Y2

Y1

400

Y4

Ev: MPa

400

300

q: kPaY2 (U)
200

Y2 (C)

00·0001Y2 (A)Y2 (U)

Y2 (D)

0
0

100

200

v
v

Y2
Y3

100
Y2 (U)

100

300

200

300

400

500

Y4

0·001

0·01
0·1
Axial strain: %
(c)

1

10

Fig. 18. Degradation of tangent elastic-plastic stiffness withstrain (6v9 test): (a) Series B; (b) Series C; (c) Series D

100

200

Y4
p: kPa

Fig. 17. Yield loci obtained from drained and undrained tests
on loose HRS

tween Y1 and Y2 yielding cannot be expressed adequately interms of a hypoelastic compliance matrix. The recent
stress–strain history and the strain level affect the sand’s
stress–strain behaviour. It is postulated that local yielding
can take place between the contacts of sand particles postY1, leading to some energy dissipation and irrecoverable

225

A TRIAXIAL INVESTIGATION OF KINEMATIC YIELDING IN SAND
600
U2: extension

500

Y2

Eu: MPa

400

300
Y3

200
U1: compression

Y4

100

0
0·0001

0·001

0·01
0·1
Axial strain: %
(a)

1

10

600

500
U3: compression

Eu: MPa400
Y2
300
U4: extension
Y3

200

Y4
100

0
0·0001

0·001

0·01

0·1

1

10

Axial strain: %
(b)

577

Y2 yielding
As straining continues, a second kind of yielding develops. In drained tests with constant stress path inclination apoint is often reached where the strain increment directionsds /dvol rotate towards the directions they will adopt lateron meeting the Y3 surface. In undrained tests, the effective
stress path direction can change. These features are interpreted as Y2 yielding, and Kuwano (1999) found them to be
associated with a strongly increased tendency to creep atconstant load, or to dissipate energy in load cycles. Sharpchanges in strain increment direction were not evident in all
tests; it is possible that Y2 yielding might be clearer insmall-strain load–unload, or creep-holding, experiments.
Relative movements (rotation and slip) between the sandparticles are thought to become significant at Y2, with someof the assembly’s strong force chains buckling while others
re-form within the granular ‘structure’. The stress–strain
behaviour is highly non-linear, and the overall stiffness
reduces with strain as plastic straining becomes progressively
more important.
Y3 yielding
The above processes continue until the onset of Y3 yielding, which may correspond to sharp changes in the stress–
strain, effective stress path or stress–energy curves. Not all
tests showed such points, and a continuous Y3 yield surface
could only be interpreted by assuming that it corresponded
to the contour of plastic strain increment ratio, d p /d t ¼0.85, matching that seen during K0 compression tests on
normally consolidated samples. Ratios of 0.95 or greater canbe seen during shear failure and high-pressure (K0 or
isotropic) compression tests where particle crushing brings
the sand to join the appropriate virgin compression line.
Y3 yielding may be associated with either a sudden increase in the rate at which the strong force columns buckle,
or a less physically significant point at which a pre-specified(high) rate of buckling is reached through a more progressive yielding process.

600

Y4 to critical state
All but the loosest sand samples eventually dilate whensheared, post-Y3, to large strains under moderate effective
stress conditions. Dilation continues (post-Y4 ) until either
the sample reaches a global critical state, or a concentrated
shear band forms.

500

400

Eu: MPaU5: compression

300

200

Y2

U6: extension

Y3
100

0
0·0001

Y4

0·001

0·01

0·1

1

10

Axial strain: %(c)Fig. 19. Degradation of stiffness with strain (Series U): (a) U1
and U2 (OCR 1); (b) U3 and U4 (OCR 2); (c) U5 and U6
(OCR
3.7)

straining. However, the particles experience only minor
relative movements. The redundant structure formed by thestrong force chains may be considered as being made ofelastic bodies connected by elastic-plastic contacts.

226

CONCLUSIONS(a) High-resolution triaxial experiments on pluviated Ham
River sand have shown four progressive phases ofyielding, termed Y1 to Y4, developing in samples
perturbed from previously stable stress states.
(b) The yield surfaces have been mapped in effective stressspace, considering drained and undrained test conditions, normally and lightly overconsolidated states, K0
and isotropic consolidation and loose and dense
samples.
(c) The Y1 loci show how the sand’s small ‘elastic’ zone
may be modified and moved by stress changes. Their
areas grow in proportion to p92 , and were around 20%
larger with dense specimens than with loose specimens.
(d ) The Y2 surface, within which strain increment directions remain ‘elastic’ and behaviour remains relatively
stiff and time independent, is also relocated andchanged by significant stress perturbations. Like theY1 surface, it is strongly affected by recent stresshistory.

KUWANO AND JARDINE

578

Table 5. Approximate area surrounded by the Y1 surfaces
Test series

State ofdensity

A

Loose

B

Dense

C

Loose

D

Loose

Stress state at beginning ofprobing tests

Y1 locus (as approximation to an ellipse)
Short axis: kPa

Long axis: kPa

Area, A: kPa2

A/p92

21

57

940

0.034

21

71

1170

0.042

18

Not determined

NA

NA

39

46

1410

0.035

p9 ¼ 166 kPa, OCR ¼ 1.3( h9 ¼ 127 kPa,  v9 ¼ 243 kPa)
p9 ¼ 166 kPa, OCR ¼ 1.3( h9 ¼ 127 kPa,  v9 ¼ 243 kPa)
p9 ¼ 200 kPa, OCR ¼ 1( h9 ¼ 142 kPa,  v9 ¼ 316 kPa)
p9 ¼ 200 kPa, OCR ¼ 2( h9 ¼ 197 kPa,  v9 ¼ 207 kPa)

Table 6. Micro- and macro-scale phenomena associated with multiple yielding, after Jardine et al. (2002)
Yield point

Micro-scale phenomena

Macro-scale phenomena
Drained condition

Y1
Y2

Y3

Particle contacts start to yield coaxially andunder applied forces. Relative position ofparticles is unchanged
Particle contacts start to yield under normal
and tangential forces. Load columns start tocollapse
Change in pattern of load column collapses.
Particles may rotate; large-scale relative
movements may occur between particles

Undrained condition

End of linear quasi elastic stress–strain range
Possible change of strain vector
direction (dvol , ds ). Marked
increases in creep rates and effects ofload cycling
Plastic strain increment becomes
greater than 85% of total strain
increment (definition of Y3 in thisstudy)

Possible change in pore water pressure
generation rate, du/dv ; dq/dp9.
Marked increases in creep rates andeffects of load cycling
Plastic strain increment becomes
greater than 85% of total strain
increment, associated with sharpcurvature in stress–strain relationshipand potential sharp rotation ofeffective stress path

Changes in tangent stiffness relationships
Y4

Micro-scale patterns leading to dilation
cannot be described simply

Onset of final strong dilation(e) Behaviour between Y2 and Y3 is highly non-linear, andbecomes progressively more plastic and time dependent
as strains grow.
( f ) The onset of Y3 yielding is clear on paths that involve
large shear strains, but can be difficult to identify on
paths where volumetric strains dominate. Y3 yielding
may be associated with developing d p /d t ratios of
0.85, or greater.
(g) The Y3 yield surfaces grow with consolidation pressures, their alignment depends on the consolidation Kc
ratio, and their leftward extent grows as the initial void
ratio falls (or relative density grows). At moderateengineering stress levels, the Y3 yield surfaces lie wellinside the sand’s outer state boundary surface. Particle
crushing may lead to ratios d p /d t ¼ 0.95, or greater,in high-pressure compression tests that approach theouter SBS.
(h) Stress paths that move inside the current Y3 yieldsurface cause the surface to change in scale. Overconsolidation to OCRs 1.3, 2 and 3.7 caused inward
shrinkage of around 8%, 25% and 40% respectively;
recompression may lead to comparable recoveries insurface size.

Change in effective stress pathdirection leading to positive p9 with q
increasing in magnitude

ACKNOWLEDGEMENTS
All the tests presented in this paper were conducted at
Imperial College, London. The authors are indebted to theircolleagues, and especially to Mr T. Connolly for his continuous support given to the experimental work. Professor J.
Kuwano is also appreciated for his valuable comments.

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THE DESIGN AND INSTALLATION OF
A FIVE-STORY NEW TIMBER BUILDING IN JAPANKOSHIHARA Mikio, Assoc. Prof., Dr.Eng.
Institute of Industrial Science, University of Tokyo, Japan, kos@iis.u-tokyo.ac.jp
ISODA Hiroshi, Assoc. Prof., Dr.Eng.
Faculty of Engineering, Shinshu University, Japan, hisoda@gipwc.shinshu-u.ac.jp
YUSA Shuitsu, Dr.Eng
Tsukuba Building Test Laboratory of Center for Better Living, Japan, yusa@tbtl.org
SUMMARY
Buildings in Japan have been constructed using timber since olden times. At the same time,
Japan is a country beset by earthquake and timber buildings were weak against fire. So, from 1950
to 1987 wooden buildings over 13m height were prohibited by law. Revision of the BuildingStandards Law 2000 allowed the construction of buildings four-story or taller with fire-resistance
performance. M-Bldg. built in 2005 is the first five-storied timber building after established
Building Standard Law in Japan. This paper describes the structural framing and fire resistancesystem for this building and details. M-Bldg. was built in Kanazawa city, Ishikawa prefecture. In
this building, first-story was built in reinforced concrete construction and from 2-5 stories was built
in timber-based hybrid construction. In structural framing, the performance-based design method(Calculation of Response and Limit Strength) was applied and some static structural experiments
were conducted about the seismic performance of shearing wall and the buckling stress oftimber-based hybrid column. In fire resistance system, fireproof construction was needed for thisbuilding. Three fireproof elements, column, girder and bracing, were tested for 1 hour fire resistive
period. All elements could have enough properties for 1 hour fire resistance. The possibilities of
middle-rise and high-rise timber buildings are extended by completion of this building.

229

1. INTRODUCTION
Buildings in Japan have been constructed using timber since olden times. Traditionaltimber temples and shrines, such as the Horyu-ji Temple, look the same as they did whenconstructed more than 1400 years ago. Many large-scale timber buildings were constructed duringthat time, and include the Hall of the Great Buddha in Todai-ji Temple (height: 46.8 m, area: 2878m2) and the five-story Pagoda in Toji Temple (height: 54.8 m). Even after the Meiji Era, four andfive-story timber buildings were used as factories, warehouses, and inns, until the construction oflarge-scale timber buildings was restricted by the Urban Building Law of 1919, and the BuildingStandards Law of 1950 further restricted the construction of large-scale timber buildings. In 1959,
the Architectural Institute of Japan carried a resolution against timber construction to prevent fire,storm, and flood damage, making it impossible to construct large-scale timber buildings. Timberbuilding height restrictions were loosened in 1987, allowing the construction of three-story
structures and buildings taller than 13 m. Eaves having a height of more 9 m were also permittedusing large sections of laminated timber. Revision of the Building Standards Law in 2000 allowed
the construction of buildings four stories or taller with fire-resistance performance. The present
study reports the structural and fire resistance characteristics of the first timber-based hybrid
structure in Japan, the five-story Kanazawa M building (Kanazawa M Bldg.), constructed in 2004.

2. OUTLINE OF THE BUILDINGThe five-story Kanazawa M Bldg. (height: 14.237 m, area: 6.195
m x 12.100 m) was constructed in Kanazawa City, Ishikawa
Prefecture.(Photo.1) The first story has a Reinforced Concrete structure
and the second to fifth stories have a timber-based hybrid structure withbuilt-in steel materials. Building data are listed in Table 1, and the floor
plan and elevation are shown in Fig. 1 and Fig. 2.
Table 1 Building data
Architect-architect office- Strayt Sheep

Structural Design

Kirino Structural Engineering OfficeArea374m2(total floor) / 74.96m2(building)Use

SchoolHeight14.237m

Structure

RC construction(first story)
Timber-based hybrid construction(2-5 storied)

230

Photo.1 External viewof Kanazawa M Bldg.

Fig. 1 Floor plan

Fig.2 Elevation

Members
The building mainly uses the structural members listed below to satisfy the requirements for verticalload performance, seismic performance, and fire resistance. This building is required fire resistive
construction, and structural elements are required 1 hour fire resistive period.
(1) Column, beam, and brace
The building uses laminated timber with built-in steel materials for columns, beams, and braces tosatisfy the structural and fire resistance requirements of a five-story building. The cross section ofeach member is shown in Fig. 3.
The column is square laminated timber (larch E105-F300, 200 x 200 mm) with built-in square steel
bars (SS400, 65 x 65 mm). The beam is laminated timber (200 x 330 mm) with steel plates (SS400,
PL-22x300). The cross section of a brace looks identical to that of a column, which is necessary forfire resistance certification.
(2) Floor and roof
The floors and roofs are made of reinforced concrete slabs joined together with lag screws and steel
plates built into the beams.
(3) WallThe longitudinal walls are load-bearing and made of nailed plywood. The lateral walls are231

non-load-bearing, because of setting braces.
(4) Stairs
The stairs are made of steel frames.

columnbeam
brace
Fig.3 Cross sections of column, beam, and brace

3. STRUCTURAL PLANNING
Similar to ordinary timber buildings, a five-story timber-based hybrid structure requires
verification of its safety against self weight, live load, vertical load by snow coverage, andhorizontal load under a horizontal force, such as an earthquake or wind. Fire resistive buildings arealso required to maintain building integrity in the event of a fire. Based on these structural
performance requirements, the following structural verification was conducted on the Kanazawa M
Bldg.
Vertical Load
The timber and steel frame function together as a structural member in the second to fifth stories ofa timber-based hybrid structure. To clarify the function of the timber and the steel frame about eachmember, the joint was designed as follows:(1) Beam
Since the vertical deformation is equal between the timber and the steel frame, vertical load should
be shared depending on their ratio of flexural rigidity, EI (E: Young's modulus, I: Geometricmoment of inertia). The flexural rigidity ratio EI / EI is shown in Table 2.
The timber and steel frame of the beam are joined at a beam edge using drift pins to transmit theload from the timber to the steel frame, so the steel frame bears all the shear force at the edge. The
gusset plate from the steel frame of the column and the steel frame of the beam are joined with high232Timber frame
Steel frame

Table 2 Flexural rigidity ratio of timber and steel frame
E
I
EI
2
4
(N/mm )
(mm )(Nmm2)
1.05x104
5.55x1080.583x1013
57
2.05x104.95x101.01x1013

EI/ EI
0.366
0.634

tension bolts for the column-beam connection. The holes in the side of the timber frame are filledwith timber after high tension bolts are clamped. (Fig. 4).
Snow load stress on both the timber and steel frame of the beam are designed not to exceed theshort-term allowable limit, even in the very rare case of a snow load with a vertical depth of 1.2 m(multiplied by 1.4).
(2) Column
Vertical load is transmitted to the steel frame of a column through a gusset plate, and verticalloading of the timber is avoided using a 3 mm clearance, which is essential for combining thetimber with the steel frame. The timber of the column functions as a buckling restraint for the steel
frame, and, as the structural experimentation in Chapter 4 shows, alone, the steel frame of thecolumn buckles at about 20% of the yield stress. However, the timber-based hybrid column did notbuckle when the steel frame yielded to axial force compression because the timber functioned as abuckling restraint.

Fig.4 Joint (Lateral)Fig.5 Joint (longitude)

Horizontal Load
The structural planning of the building is different from each direction. A timber-based hybrid beam
is suspended laterally and supported by columns of identical material, and the longitudinal beam isbuilt in a reinforced concrete slab. Damage limit seismic force produces greater horizontal force
than the load exerted by very rare wind, as prescribed in the Building Standards Law, so horizontal

233

resisting elements are braces the lateral roof face and the longitudinal plywood (load-bearing) walls.
(1) Beam
A lateral timber-based hybrid beam bears axial force and produces a reaction force of braces during
an earthquake. The steel frame bears axial force, the timber frame functions as a buckling restraint,
and calculations confirmed the absence of buckling within the safety limits of applied axial force.
(2) Column
During a lateral earthquake, a timber-based hybrid column produces a reaction force of braces. This
column does not buckle when the steel frame yielded to axial force compression as mentioned
above.
During a longitudinal earthquake, vertical shear force is transmitted from the plywood bearing wall
to the timber of the column through the vertical frame (Fig. 5). The timber has a bearing plate of thesteel frame (PL-19) at both ends of the timber of the column, and when the timber collides against
the bearing plates, axial force is transmitted to the steel frame of the column. Therefore, during anearthquake, the timber functions as a buckling restraint.
(3) Brace
A brace bears axial force during a lateral earthquake. Only one steel frame (PL-22x65), at the center,
contributes to the structure as the steel frames. Buckling of the brace was not observed undersignificant plastic deformation of the steel frame by compression axial force.
(4) Plywood bearing wall
A plywood bearing wall bears horizontal force during a longitudinal earthquake, and consists ofstructural plywood (thickness: 24 mm), screws (diameter: 8 mm) and both vertical and horizontal
frames of laminated timber arranged around the plywood (Fig. 5). Vertical shear force of theplywood bearing wall is as mentioned in Section (2), and horizontal shear force is transmitted fromthe structural plywood to both the horizontal frame and the downstairs plywood bearing wall
through anchor bolts (M16) embedded in the reinforced concrete slab.
After Fire
(1) Beam
Only the steel frame bears vertical load on the assumption that the timber had burnt completely.
Although timber actually stops burning, the remaining timber cannot be used as a structural member
under present law. The vertical load is assumed to be the same as before a fire, and for safety
reasons, the steel frame stress should not exceed the long-term allowable limit.
(2) Column
The column also bears vertical load only using the steel frame and the stress applied should notexceed the long-term allowable limit for buckling.

234

(3) Brace
The timber of a brace is also assumed to have completely burned. The wind pressure, at the
maximum momentary wind velocity of 15 m/s, is set as the constant wind load, and both bracetension and beam bending resist the lateral horizontal force. In this case, the steel frame stress isprevented from exceeding the short-term allowable limit.
(4) Plywood bearing wall
A plywood bearing wall is assumed to have completely burned.
(5) Longitudinal RC beam
An RC slab has a built-in longitudinal RC beam, as shown in Fig. 5. The rigid frame structure,
consisting of the RC beam and the steel frame of the column, resists the longitudinal horizontal
force produced by the constant wind.
4. STRUCTURAL EXPERIMENTATION
According to structural planning in Chapter 3, we clarified the structural performance ofeach member through experimentation. More specifically, we conducted a buckling performance
test on a timber-based hybrid column and a shear performance test on a load-bearing wall.
Methods and Results of Experimentation(1) Column
According to the structural design policy described in Chapter 3, the columns support vertical load
only using the steel frames, but the surrounding timber supports axial force to resist buckling during
an earthquake. Therefore, the timber requires a flexural rigidity (EI) that prevents buckling up to theyield load (Py) of steel.
We conducted a full-size buckling test to verify the buckling restraint of the timber a specimen of
the full length (L = 2800 mm) was monotonously pressurized on both ends as shown in Photo 2,
and the load-deformation relationship is shown in Fig. 6. Rigidity decreased at an axial deformationof 5 to 10 mm, resulting in strain hardening, because the partial loss of area at the end of the steel
for jig yielded. Under a load of 1000 kN, the steel also yielded and suffered from a plastic
deformation of approximately 30 mm. The yield axial force calculated from the result of a material
test on a square steel bar (yield stress = 284 N/mm2) is 912 kN. The square steel bar contracted andthe timber of the column made contact with the jig, producing axial force, as axial deformation
reached 30 to 40 mm. The timber cracked and buckled from a further increase in the load. The
buckling strength (Nk) of the laminated timber is greater than the 672 kN calculated from thestandard compressive strength. Results indicate that the timber-based hybrid column did not tobuckle until the short-term allowable axial force (908 kN) of the square steel bar was reached.

235

2000

C2
C3

1500
1000
500
0
0

Photo 2 Full view of experimentation

10

20

30
40
deformation (mm)5060

Fig.6 Column load-deformation relationship(2) Wall
As a load-bearing wall, plywood (thickness: 24 mm) is secured on each side of a framework withscrews (dia.: 8 mm) at intervals of 150 to 250 mm. The shear rigidity and shear strength of thescrews securing the plywood were calculated experimentally, and are shown in Table 3.
Table 3
Shear rigidity: K1(N/mm)

Shear strength
(N)

1300

7126

Performance per screw

An analytical model of the Plywood bearing wall and frame is shown in Fig. 7, and the detail ofmodel is as follows:
1. The frame consists of square steel bar columns and RC
beams, and the ends of the members form plastic hinges
when yielded.
2. The load-bearing wall consists of plywood, timber column,
sill, and both screws and bolts for joining the members.
3. The connectors between the plywood and the frame aremodeled as a spring as screws (rigidity: K1, Table 3).
4. The spring formed between the column timber and thesquare steel bar transmits shear force, received from screws
colliding against the bearing plate, from the timber to thesteel bar. To ensure elasticity, even during deformations

236

Fig.7 Plywood bearing wallmodelwithin safety limits, K2 is set at 11.5 N/mm. This also takes into consideration the axial
rigidity of the column timber and the rigidity due to the clearance between the column timber
and the bearing plate.
5. The spring formed between the sill and the RC beam transmits shear force, received from thescrews through anchor bolts, from the sill to the RC beam. To ensure elasticity, even during
deformations within safety limits, K3 is set as 81.6 N/mm. this also takes into consideration
the transmission of shear force between the bolt and the sill and the rigidity due to theclearance between the bolt and the sill.
If the rigidity K1 of the plywood bearing wall is linked in series with the rigidity K2 by the column
timber or the rigidity K3 by the sill, and K2 and K3 are linked in parallel, the equivalent rigidity canbe calculated as follows:
K = 1/ {1/K1+1/ (K2+K3)}
Using this equation, the yield strength and ultimate strength can be calculated as "analytical values"(Table 4).
Table 4 Performance of plywood bearing wall
Analytical values

Experimental values

Rigidity (kN/mm)

2.85

2.56

Yield strength (kN)

97.5

92.3

Ultimate strength (kN)

178

182

We conducted a full-size static loading test to verify the performance of the plywood bearing wall.
The specimen had a column span of 1710 mm and a height of 2740 mm as shown in Fig. 8. Reverse
cycling loading was used for the static loading test, and the cyclic loading profile was controlled byapparent shear deformation angle. Loading of the same deformation profile was repeated threetimes, using a loading profile of 1/600 - 1/450 - 1/300 - 1/200 - 1/100 - 1/75 - 1/50 - 1/25
- 1/15 rad. The load-deformation relationship of the plywood bearing wall is shown in Fig. 9.
When the maximum strength (Pmax) is 235 kN, the drift is 161.5 mm (1/17 rad.). A crack developed
and grew along the RC part of the joint between the square steel bar column and the RC beam;
resulting in the destruction of the screws by shear force and the collapse of the plywood.
Performance of plywood bearing wall was investigated experimentally, and results are shown in
Table 4. The experimental values are slightly greater than the analytical values.

237

300

Load (kN)

200
100
0
-200

-100

-100
-200

0

100

200

300
400
deformation (mm)Experiment
Analytical-300

Fig. 8 Specimen of
plywood bearing wallFig.9 Wall load-deformation relationship

5. CALCURATION OF RESPONSE AND LIMIT STRENGTH
We created an analytical model of the building based on the experimental results, andverified the safety against seismic force by predicting response deformation using theperformance-based design method (Calculation of Response and Limit Strength).
Verification by Safe Limit Strength Calculation(1) Safe limit drift angle
A safe limit drift angle of 1/50 was set for both the lateral and longitudinal directions. Since thestrength of longitudinal plywood bearing wall rose to a drift angle of approximately 1/20, 1/50, as asafety margin, is more than adequate. This margin was set in accordance with the deformation
tracking performance of a sash window used for an outside wall of an ordinary building.
(2) Calculation of response
The experimental and analytical safety limit strength exceeded the required safety limit strength,
and the true response value is calculated as follows:a) Creating a relation diagram of the load-deformation curve (Sa-Sd) at the representative material
point of the buildingb) Calculating the acceleration (San) of input into the building at equivalent cycles by consideringbuilding attenuation at each stepc) Plotting San on a straight line connecting Sa-Sd (load deformation of the building) andtheorigin at the stepd) The true response value is the intersection of the San curve at each step (demand curve)
andthe Sa-Sd curve of the building.

238

lateral direction
longitudinal direction
Fig.10 Prediction of responses at the time of an earthquake
Results of the calculation are shown in Fig.10. The safety against seismic force both direction wasverified. In the lateral direction, strength hardly increases after the yielding of horizontal resistingelements. In the longitudinal direction, the plywood bearing wall is in an elastic area, up to 1/50 of
the safe limit drift angle.
5. CONCLUSION
Besides verifying the safety against seismic force, to satisfy the fire resistance performancerequired for fireproof buildings, we verified fire resistance using a beam-loaded heating test, a
column-loaded heating test, and a joint heating test. Based on the results of structure and fire
resistance research, Japan's first building using a timber-based hybrid structure, having 1- hour fire
resistance, was completed in Ishikawa Prefecture in 2005,
REFERENCES
M.KOSHIHARA, H.ISODA, et al.: A Study of five storied timber based hybrid building forpractical use (Part 1-3), Summary of Technical Papers of Annual Meeting Architectural Institute ofJapan, C-1, pp.201-206, 2005
S. YUSA, T.YOSHIKAWA, et.al: Research in practice on 5-story fire resistance hybrid wooden
structure building, Summaries of Technical Papers of Annual Meeting Japan Society for Finishings
Technology, pp.7, 2005

239

ARTICLE IN PRESS

Journal of Wind Engineering
and Industrial Aerodynamics 96 (2008) 1774–1788
www.elsevier.com/locate/jweia

CFD analysis on trafﬁc-induced air pollutant
dispersion under non-isothermal condition in acomplex urban area in winterHong Huanga,, Ryozo Ookaa, Hong Chenb, Shinsuke Katoa,
Takeo Takahashia, Takeaki WatanabecaInstitute of Industrial Science, The University of Tokyo, Tokyo, Japan
Architecture & Urban Planning College, Huazhong University of Science & Technology, Wuhan. Chinac
Graduate School of Engineering, The University of Tokyo, Tokyo, Japanb

Available online 7 April 2008

Abstract
There is a higher concentration of trafﬁc-induced air pollution alongside roads in winter than insummer due to the relatively stable atmospheric conditions. In this study, a three-dimensional
computational ﬂuid dynamics (CFD) simulation coupled with radiation and conduction analysis was
carried out to analyze the pollutant dispersion under non-isothermal conditions within an objective
area in Kawasaki city, Japan, in winter. The temporal variations of wind speed and pollutant
concentrations were analyzed at the pedestrian level (1.5 m above the ground level). The averagewind velocity in the high-density building area is very low. The pollutant accumulates around the
fencings on the road due to the weak winds and vortices around them. The surface and airtemperature were also discussed. The results show a systematic variation of the differences from 9:00
to 17:00. Numerical predictions demonstrate reasonably good agreement with measurements. The
concentration is a little lower under non-isothermal condition than under isothermal condition.
r 2008 Elsevier Ltd. All rights reserved.
Keywords: Air pollutant dispersion; CFD; Non-isothermal condition; Complex urban area; Thermal effectCorresponding author. Tel.: +81 3 5452 6431; fax: +81 3 5452 6432.

E-mail address: hhong@iis.u-tokyo.ac.jp (H. Huang).
0167-6105/$ - see front matter r 2008 Elsevier Ltd. All rights reserved.
doi:10.1016/j.jweia.2008.02.010

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1775

1. Introduction
Trafﬁc-induced air pollution alongside roads in large cities remains an environmental
challenge despite signiﬁcant improvements in fuel and engine technology. This is because
vehicle emissions become trapped along roadways due to the high-density use of space,such as multi-layered roadways and high-rise buildings in urban areas. Wind ﬂow patterns,
which develop in cities around individual and/or groups of buildings, govern the local air
pollutant dispersion about the building complex and its wake (Meroney et al., 1999). The
complex urban structures lead to the complex dispersion of air pollutants. There areseveral studies on the effect of complex urban structures, including road structures, street
canyons and building shapes, on air pollution dispersion (Brown and Dabberdt, 2003;
Huang et al., 2000; Lee and Park, 1994; Meroney et al., 1999; Tokairin and Kitada, 2004;
Tsai and Chen, 2004). Most of them treat the airﬂow as an isothermal turbulent ﬂow.
Some numerical simulations and observations have been conducted to analyze the thermal
effect of surface temperature on the turbulent ﬂow and air pollutant dispersion (Kim andBaik, 2001; Nakamura and Oke, 1988; Sini et al., 1996). Detailed analysis of the thermal
environment, including convection, radiation and conduction phenomena, has not been
discussed, and actual complex urban areas have not been considered in these works.
Several works contribute to urban thermal environment numerical simulation couplingwith computational ﬂuid dynamics (CFD) analysis, radiation analysis, and conduction
analysis in actual complex urban areas (Chen et al., 2004; Harayama et al., 2002; Huang etal., 2005; Mochida et al., 2005; Yoshida et al., 2000a, 2000b). Mochida et al., 2005 also
coupled air pollution with non-isothermal condition in the central part of Sendai, Japan, inthe summer. It is known that higher concentrations of air pollution exist in winter due tothe relatively stable atmospheric conditions. However, there has been little study into thenumerical analysis of air pollution dispersion coupled with detailed non-isothermal
environment analysis in winter.
In this study, a three-dimensional CFD simulation coupled with radiation andconduction analysis was carried out to analyze pollutant dispersion under non-isothermal
condition within an objective area in Kawasaki city, Japan, in winter. The temporalvariations of wind speed, surface temperature, air temperature and pollutant concentration
were discussed. The prediction accuracy was examined by comparing the numerical resultswith the ﬁeld measurements, and the effect of non-isothermal condition on air pollution
dispersion is examined.
2. Model description
The numerical simulation used consists of a three-dimensional CFD analysis, threedimensional radiation analysis, and one-dimensional heat conduction analysis, which issuitable for the analysis of complex urban areas due to its application of the unstructured
calculation grid system (Huang et al., 2005). Fig. 1 shows the ﬂowchart for this numericalsimulation. First, boundary conditions are set up from various input conditions. Second, athree-dimensional radiation calculation coupled with unsteady one-dimensional heat
conduction is performed. Then, the surface temperatures of the ground and walls and thetemperature distributions inside the ground and walls are calculated. Finally, threedimensional coupled convection and pollutant dispersion simulations are performed
continuously by adding new boundary conditions for the surface temperature distribution

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H. Huang et al. / J. Wind Eng. Ind. Aerodyn. 96 (2008) 1774–1788
Input Condition
Input data 1
Meteorological data
Date
Solar location
Wind velocity etc[2] Coupled Simulation ofConvection (CFD), Radiation
and Conduction
Unsteady analysis
coupling radiation andconduction calculation

Feedback

Input data 2
Geometry of urban area
Building coverage
Floor area ratio
Floor height etc
Input data 3
Boundary condition ofground, road and buidling
Aledo
Heat conductivity

Surface temperature
Convective heat
Latent heat[3] Output
Wind velocity
Temperature
Pollutantconcentration
Humidityetc

CFD simulation forconvection, pollutant
diffusion

Pollutant emission rateetc

Fig. 1. Flowchart of the numerical simulation.

Sune (h, a)*

Solid face i

Buildings
Normal directionzoyh: Solar altitudexa: Solar direction
Fig. 2. Calculation of solar radiation.

of the ground and walls. The coupled simulations of convection, radiation, and conduction
are then completed through serial repetition of these operations.
2.1. Calculation of temperature of a solid surface
In this study, the heat balance at the outdoor surfaces of the ground and building
walls is calculated by the heat balance equation deﬁned by Eq. (1) at each solid face i(Fig. 2), and the surface temperature Ti is obtained. On the left side of Eq. (1), a positive
value shows an inﬂow of energy to solid face i, whereas a negative value shows an outﬂow(Fig. 3):S i þ Ri þ H i þ LEi þ C i ¼ 0

242

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1777

Si and Ri are absorbed solar radiation and net long-wave radiation, respectively; Hi, LEi,
Ci are shown as follows:(i) Hi, convective heat transfer at the solid surface:
H i ¼ Ai ac ðT ao � T i Þ(2)where Tao is the air temperature in the region adjacent to the solid face i and ac is theconvective heat transfer coefﬁcient.
(ii) LEi, amount of heat dissipation by evaporation from the surface:LEi ¼ Ai aw bn Lðf a � f s Þ(3)*where aw is the moisture transfer coefﬁcient, b is the wetness, and L is the latent heatof evaporation. fa and fs are the vapor pressure and the saturated vapor pressure at theregion adjacent to the solid face i, respectively.
(iii) Ci, amount of conduction heat to the building and ground.
The conduction in building walls and the ground is assumed to be unsteady onedimension heat conduction. The equation is
qT wallq
qT wall
l
¼
(4)
rcp
qx
qt
qx
where r, cp and l are the density, speciﬁc heat and thermal conductivity of the building
material or ground, respectively. Twall is the temperature inside the building wall or
ground. Ci is the conduction heat conducted into the solid that forms the boundary
condition of the outdoor surface:@T wall (5)
C i ¼ �Ai l@x x¼0
2.2. CFD simulation
CFD simulation is based on the governing equations of continuity, momentum,
temperature, species, turbulent energy and turbulent dissipation rate, which is shown in
Table 1. Turbulence is modeled using the standard k–e closure. Although the standard k–e
model shows some problems in the prediction of the wake phenomenon around buildings,
such as overestimating turbulent kinetic energy around the windward corner (Murakami
et al., 1988), it stills enjoys a good reputation for reliability in the ﬁeld of wind engineering(Murakami, 1990) and air pollutant diffusion analysis (Huang et al., 2000). The effect ofbuoyancy is considered using the Boussinesq approximation, and the extra terms in the kand e equations are introduced to allow for the production of turbulence due to buoyancy
and the effect of thermal stratiﬁcation on the turbulence dissipation rate (Huang et al., 2005).
The governing equations are solved by the ﬁnite-volume method using Star-CD
software. A staggered grid system is employed for the vector (Ui) and scalar (P, Ci, k, e)units. A hybrid second-order scheme named monotone advection and reconstruction
scheme (MARS) (STAR-CD, 2001) is applied to the convective terms. Conservation ofmass is obtained using the SIMPLE pressure correction algorithm (Patankar, 1980).

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Table 1Governing equations
Continuity equation
q/uiS/qxi ¼ 0
Momentum equation
q/uiS/qt+q/uiS/ujS/qxj ¼ �1/r q/pS/qxi+q/qxj(n(q/uiS/qxj+q/ujS/qxi)�/ui0 uj0 S)�gib(/yS�y0)
Temperature transport equation
q/yS/qt+q/uiS/yS/qxi ¼ q/qxi(aq/yS/qxi�/ui0 y0 S)
Pollutant transport equation
q/CiS/qt+q/uiS/CiS/qxi ¼ q/qxi(Dq/CiS/qxi�/ui0 Ci0 S)
Turbulent energy transport equation
qk/qt+q/ujSk/qxj ¼ Pk+Gk+Dk�e
Turbulent dissipation rate equation
qe/qt+q/ujSe/qxj ¼ De+e/k(Ce1Pk+Ce3Gk�Ce2e)
�/ui0 uj0 S ¼ nt(q/uiS/qxj+q/ujS/qxi)�2/3kdij, nt ¼ Cmk2/e
�/ui0 y0 S ¼ nt/syq/yS/qxi, �/ui0 Ci0 S ¼ nt/swq/CiS/qxi
Pk ¼ �/ui0 uj0 Sq/uiS/qxj, Gk ¼ �gib/ui0 y0 S
Dk ¼ q/qxj(vt/sk qk/qxj), De ¼ q/qxj(vt/seqe/qxj)
sk ¼ 1.0, se ¼ 1.3, sy ¼ 0.9, sw ¼ 0.9, Ce1 ¼ 1.44, Ce2 ¼ 1.92, Ce3:1.44(Gk40);0(Gko0)

Fig. 3. Heat balance of solid surface.

3. Outline of ﬁeld measurements
The target urban area in this study is a small part of Kawasaki city, which is shown in
Fig. 4. High air pollution concentrations are reported here. It covers a large area, around400 � 400 m2. The Ikegami–Shinmachi crossing is the center of the studied area, throughwhich a SW–NE direction trunk road and an elevated expressway—the capital
expressway—run. The trunk road is at the ground level while the expressway passes
overhead at a height of 8 m. There are also several sections of fencing installed under partof the expressway.
Field measurements of NO and CO concentrations were carried out from February 1 to
3, 2005, from 8:45 to 15:05 once per hour on the hour. A total of 13 measurement points
were set up, as shown in Fig. 4. Measurement points 1–8 are on the sidewalks of the trunk
road, points 9, 10, 13 are in a park, and points 11 and 12 are on a sidewalk of the SE–NW
direction road. The measurement height was 1.5 m above the ground. The NO
concentration of the sampled air was measured with a nitrogen oxide analyzer and the
CO concentration with a carbon monoxide analyzer. To estimate the emission rates ofautomotive exhaust, automobiles passing the intersection were recorded via a video
camera from a pedestrian bridge on the east side of the intersection. The observed
automobiles were classiﬁed into (1) light and ordinary cars, (2) light and ordinary trucks,(3) large trucks and special vehicles, and (4) buses. The emission intensity of NOx, which isshown in Table 2, refers to a report of the Bureau of Environment of Tokyo (1997).

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N
Elevated expressway
Trunk road
Ikegami-Shinmachi
Crossing

Tokyo

4
3
8
2

7
9

1
Yokohama

10

6

11

5
Fence
100m

0m

13
12

200

Fig. 4. Field measurements and analysis area.

Table 2Emission intensity of NOx (g/km)
Classiﬁcation

Light and ordinary
cars

Light and ordinary
trucks

Large trucks andspecial vehicles

Buses

Emission
intensity

0.179

2.0

3.8

5.98

4. Outline of numerical simulation
In such a complex urban area, the use of an unstructured grid system is most effective
for CFD simulations (Huang et al., 2005). The ofﬁcial geographical data of the analysis
objective provided by the Ministry of Land, Infrastructure and Transport in Japan were
employed to set up the geometric frame for mesh discretization. February 2nd was targeted
for the numerical analysis. The radiation and conduction analysis was performed for 24 hfrom 0:00 to 24:00 hours on February 2nd. The building wall is assumed to be concrete
here. The thickness of the wall is set to be 22 cm. The CFD analysis was performed at 9:00,
11:00, 13:00, 15:00 and 17:00 hours using the surface temperature of the ground andbuilding walls calculated by the radiation and conduction analysis. The dispersion of NO
was analyzed here. Table 3 shows details of the analysis conditions. The inﬂow windvelocity is set at 1/4th power proﬁle. The meteorological data provided by the Kawasaki
city observation station (Daishi station), shown in Table 4, were used as the representative
velocity of the wind (U0 in Table 3). The estimated emission rates of NO are shown in
Table 5. In order to investigate the thermal effect on air pollutant dispersion, an isothermal
simulation was also conducted at 11:00 hours.

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Table 3
Analysis conditions
Turbulent model
Difference scheme
InletStandard k–e model (Inclusion of buoyancy effect)
Convection terms: MARS
U ¼ U0(Z/Z0)1/4, Z0 ¼ 16 m
k ¼ 1.5(I � U)2, I ¼ 0.1
e ¼ Cm � k3/2/l
3/4
l ¼ 4(Cm � k)1/2Z1/4
0 Z /U0(Murakami et al., 1988)
Free slip
Generalized logarithmic law

Side, sky
Wall

Table 4Wind velocities and directions observed at a height of 16 m at the Daishi measurement station
U0

9:00

11:00

13:00

15:00

17:00

Velocity(m/s)
Direction

3.6
WNW

3.7
W

2.7
NW

0.9
SSE

2.0
W

Table 5Emission rate of NO (g/m h)Emission rate(g/m h)

9:00

11:00

13:00

15:00

2.45

2.57

2.16

2.29

(NO generation is assumed to be 50% of NOx).

5. Results and discussion
5.1. Wind velocity distribution
Fig. 5a–e presents the numerical simulation results of the wind velocity distribution in ahorizontal section at a height of 1.5 m around the Ikegami–Shinmachi crossing for allcases. Different wind ﬂows are evident for different cases. This indicates that the wind ﬂow
in this urban area is signiﬁcantly affected by the approaching ﬂow and the urban geometry.
The average wind velocity in the area where few buildings exist (right-lower part in the
Figures) is larger, while in the built-up area, it decreases signiﬁcantly to a lower magnitude,
because of the blocking effect of the buildings. When the direction of the approaching ﬂow
is west, it can be seen that the wind ﬂows along the trunk road towards the NE. In theother cases, it can be seen that the wind is weaker behind the fencings if fencings exist, andcirculatory ﬂow occurs between the fencings and the buildings. When the approachingwind direction is WNW and NW, a strong wind ﬂows alongside the SE–NW direction
road. When the approaching wind direction is SSE, there is a large vortex after building A.
5.2. Surface and air temperature
Fig. 6a–e shows the surface temperature, and Fig. 8a–e shows the air temperature in ahorizontal section at a height of 1.5 m for all cases. The results show the systematic

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1781

Fig. 5. (a) Wind velocity distribution at 9:00 hours. (b) Wind velocity distribution at 11:00 hours. (c) Wind
velocity distribution at 13:00 hours. (d) Wind velocity distribution at 15:00 hours. (e) Wind velocity distribution at
17:00 hours.

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Fig. 6. (a) Surface temperature (1C) at 9:00 hours. (b) Surface temperature (1C) at 11:00 hours. (c) Surface
temperature (1C) at 13:00 hours. (d) Surface temperature (1C) at 15:00 hours. (e) Surface temperature (1C) at 17:00
hours.

variation of the differences from 9:00 to 17:00 hours. The temperatures of the roofs, thewalls and ground irradiated by sunshine are over 30 1C. Peak surface temperatures for theroof and ground are shown at 13:00 hours. Those walls and ground lying in shadow are atabout 6 1C. The temporal variation of the wall temperatures of building B (refer to Fig. 6b)
is shown in Fig. 7. The temperature variations for walls 2 and 3 are small compared to theother walls because they are in the shade almost all day. Wall 4 reaches its highest

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50
Wall 1Wall 2
Wall 3
Wall 4Roof

Temperature (°C)

40
30

2

20

Roof

10
0
8:00

3

1
4
10:00

12:00

14:00
Time

16:00

18:00

20:00

Fig. 7. Temporal variation of surface temperature of building B (1C).

temperature at 11:00 hours; wall 1 reaches its peak at 15:00 hours. This obviously reﬂects
the relative movement of the sun. The air temperature over the trunk road, especiallyaround the fencings, is higher than the inﬂow temperature. The inﬂow air is heated by thebuilding walls. Weak wind velocity around the fencing also leads to the higher temperature(Fig. 8a–e), Fig. 9 shows the air temperature at 1 m above the ground at a horizontal
distance of 1 m from the building walls. The air temperature is cooler than that of thesurface. Near walls 2 and 3, the air temperatures reach their peak at 15:00 hours due tothe higher surface temperature and the weak wind velocity and vortex at the time (refer toFig. 5d).
5.3. Pollutant concentrations
Fig. 10a–d presents the NO dispersion concentrations in a horizontal section at a heightof 1.5 m for all cases. NO is ﬁrst emitted from the trafﬁc road, then transported away by
the wind and dispersed in the air. The dispersion is mainly determined by the approachingwind and the road structures. It is readily evident that pollutant accumulates around the
fencings due to the weak wind and vortex around them. When the wind direction is west
(11:00), it can be seen that pollution diffuses along the trunk road towards the northeast
due to the wind along the road (refer to Fig. 5b). A higher concentration is found at 15:00
hours due to the weaker wind velocity than those of other cases.
5.4. Validation and the effect of non-isothermal condition
Since extensive validations have been conducted in previous studies on the wind ﬁeld
and temperature ﬁeld during the development of this simulation system by the authors(Chen et al., 2004; Harayama et al., 2002; Huang et al., 2005; Yoshida et al., 2000a;
Yoshida et al., 2000b), the focus of this study is on the validation of air pollutant
concentration. The numerical simulation results for NO concentrations were comparedwith the ﬁeld measurements. Fig. 11 shows the comparisons at 9:00, 11:00, 13:00 and 15:00
hours. There is agreement between the numerical simulation and the ﬁeld measurement
results. The disagreement at some points (8, 11) is thought to reﬂect the inﬂuence of the249

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Fig. 8. (a) Air temperature (1C) at 9:00 hours. (b) Air temperature (1C) at 11:00 hours. (c) Air temperature (1C) at
13:00 hours. (d) Air temperature (1C) at 15:00 hours. (e) Air temperature (1C) at 17:00 hours.

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Temperature (°C)

12Wall 1Wall 2
Wall 3
Wall 4

10

8
2
Roof

6

3

1
4
4
8:00

10:00

12:00

14:00
Time

16:00

18:00

20:00

Fig. 9. Temporal variation of air temperature around building B (1C).

Fig. 10. (a) NO concentration (ppm) at 9:00 hours. (b) NO concentration (ppm) at 11:00 hours. (c) NO
concentration (ppm) at 13:00 hours. (d) NO concentration (ppm) at 15:00 hours.

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1.00

1.00
Measurement
Prediction
isothermal condition

0.80

NO Concentration (ppm)

NO Concentration (ppm)

Measurement
Prediction

0.60
0.40
0.20
0.00

0.80
0.60
0.40
0.20
0.00

1

2

3

4

5

6

7

8

3

2

4

ID of Measurement Points - 9:00

5

6

7

8

9

10

12

13

1.00

1.00

Measurement

0.80

NO Concentration (ppm)

Measurement
NO Concentration (ppm)11

ID of Measurement Points - 11:00

Prediction

0.60
0.40
0.20

0.80

Prediction

0.60
0.40
0.20
0.00

0.00
2

3

4

5

6

7

8

9

10

11

13

12

1

ID of Measurement Points - 13:00

2

3

4

5

6

7

8

ID of Measurement Points - 15:00

0.20
0.00
-0.20
-0.40

2

3

4
5
6
7
ID of Measurement Points(Variation between 11:00 and 9:00)

8

0.40
0.20
0.00
-0.20
-0.40

2

3

4
5
6
7
8
ID of Measurement Points(Variation between 13:00 and 11:00)

NO Concentration Variation (ppm)

0.40

NO Concentration Variation (ppm)

NO Concentration Variation (ppm)Fig. 11. Comparison of simulation and measurement for NO concentration.

0.40
0.20
0.00
-0.20
-0.40

2

3

4
5
6
7
8
ID of Measurement Points(Variation between 15:00 and 13:00)

Fig. 12. Variation between current and last time.

other trunk road running in the SE–NW direction lying within the objective domain, which
was not set as a pollutant source in the calculation. At 15:00 hours, overestimations arefound at points 2, 3 and 4. Though the emission rate on the road bound for Yokohama(refer to Fig. 4) is rather lower than that for Tokyo (about 0.8 times), the emission rates
were set to be the same in the simulation. This accounts for the overestimation.
Meanwhile, at 15:00 hours, full development of the atmospheric boundary layer may leadto lower measurements. Therefore, the inclusion of a sub-model for evaluating theinﬂuence of the atmospheric stability on the turbulent diffusion may be helpful to provide
a better comparison. It is also necessary to analyze how much of the variation presented inFig. 11 is directly related to the variation of the source emission rate and how much isrelated to the transport due to the change in wind and temperature ﬁelds from thisprediction. Therefore, the analysis results are shown in Fig. 12. ‘Total Variation’ means thetotal concentration change between the current and last time at every measurement point.
‘Variation 1’ means the variation related to the variation of the source emission rate;

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1787‘Variation 2’ means the variation related to the transport due to the change in wind andtemperature ﬁelds. It is found that the concentration changes linearly with the emission
rate for each point in time. Though the source emission rate varied with time, the variation
related to the transport due to the change in wind and temperature ﬁelds is more signiﬁcantthan the part related to the source in this case, especially between 15:00 and 13:00 hours,
when there is a signiﬁcant change in the wind ﬁeld. In order to investigate the thermal
effect of the surface on pollutant dispersion, an isothermal condition simulation was
carried out at 11:00 hours. The result is shown in Fig. 11. The concentration is a little lower
when considering the non-isothermal condition than in the case of not considering it. Thisis because the buoyancy effect increases due to the increasing surface temperature.
However, this effect seems insigniﬁcant in winter.
6. Conclusions
In this research, a CFD simulation coupled with radiation and conduction analysis was
carried out to study air pollutant dispersion during winter in a built-up area in Kawasaki
city, Japan. The average wind velocity in the high-density building area is very low. The
high fences alongside the road hinder diffusion of the pollutant. The surface and airtemperature were also discussed. The results show a systematic variation of the differencesfrom 9:00 to 17:00 hours. The temperatures of the roofs, the walls and ground irradiatedby sunshine are over 30 1C. The air temperature over the trunk road, especially around the
fencings, is higher than the inﬂow temperature due to heating by the wall and the weakwind velocity. The accuracy of the numerical simulation was studied by comparing its
results with the ﬁeld measurements. The results generally demonstrate good agreement,
thus proving that the method is highly effective for handling complex urban air pollution
issues. The effect of the non-isothermal condition was analyzed. The concentration is alittle lower under non-isothermal condition than under isothermal condition.
References
Brown, A.L., Dabberdt, W.F., 2003. Modeling ventilation and dispersion for covered roadways. J. Wind Eng.
Ind. Aerodyn. 91, 593–608.
Bureau of Environment of Tokyo, 1997. Prediction of future automobile trafﬁc and emissions in Tokyo. Reportof Bureau of Environment of Tokyo. (in Japanese).
Chen, H., Ooka, R., Harayama, K., Kato, S., Li, X., 2004. Study on outdoor thermal environment of apartment
block in Shenzhen, China with coupled simulation of convection, radiation and conduction. Energy Build. 36,
1247–1258.
Harayama, K., Yoshida, S., Ooka, R., Mochida, A., Murakami, S., 2002. Prediction of outdoor environment with
unsteady coupled simulation of convection, radiation and conduction, part 1, numerical study based on
unsteady radiation and conduction analysis. J. Archit., Plann. Environ. Eng. 556, 99–106 (in Japanese).
Huang, H., Akutsu, Y., Arai, M., Tamura, M., 2000. A two-dimensional air quality model in an urban street
canyon: evaluation and sensitivity analysis. Atmos. Environ. 34, 689–698.
Huang, H., Ooka, R., Kato, S., 2005. Urban thermal environment measurements and numerical simulation for an
actual complex urban area covering a large district heating and cooling system in summer. Atmos. Environ.
39, 6362–6375.
Kim, J., Baik, J., 2001. Urban street-canyon ﬂows with bottom heating. Atmos. Environ. 35, 3395–3404.
Lee, I.Y., Park, H.M., 1994. Parameterization of the pollutant transport and dispersion in urban street canyons.
Atmos. Environ. 28, 2343–2349.
Meroney, R.N., Leitl, B.M., Rafailidis, S., Schatzmann, M., 1999. Wind-tunnel and numerical modeling of ﬂow
and dispersion about several building shapes. J. Wind Eng. Ind. Aerodyn. 81, 333–345.

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Mochida, A., Iwata, T., Hataya, N., Yoshino, H., Sasaki, K., Watanabe, H., 2005. Field measurements and CFD
analyses of thermal environment and pollutant diffusion in street canyons. In: The Sixth Asia-Paciﬁc
Conference on Wind Engineering, pp. 2681–2696.
Murakami, S., 1990. Numerical simulation of turbulent ﬂow ﬁeld around cubic model current status andapplications of k-e model and LES. J. Wind Eng. Ind. Aerodyn. 33, 139–152.
Murakami, S., Mochida, A., Hayashi, Y., 1988. Modiﬁcation of production terms in k-e model to remove
overestimate of k value around windward corner. In: Tenth Wind Engineering Symposium, pp. 199–204(in Japanese).
Nakamura, Y., Oke, T.R., 1988. Wind, temperature and stability conditions in an east-west oriented urban
canyon. Atmos. Environ. 22, 2691–2700.
Patankar, S.V., 1980. Numerical Heat Transfer and Fluid Flow. McGraw-Hill, New York.
Sini, J., Anquetin, S., Mestayer, P.G., 1996. Pollutant dispersion and thermal effects in urban street canyons.
Atmos. Environ. 30, 2659–2677.
STAR-CD. 2001. Methodology, STAR-CD Version 3.15. Computational Dynamics Limited.
Tokairin, T., Kitada, T., 2004. Numerical investigation of the effect of road structures on ambient air quality–for
their better design. J. Wind Eng. Ind. Aerodyn. 92, 85–116.
Tsai, M.Y., Chen, K.S., 2004. Measurement and three-dimensional modeling of air pollutant dispersion in an
urban street canyon. Atmos. Environ. 38, 5911–5924.
Yoshida, S., Murakami, S., Mochida, A., Ooka, R., Tominaga, Y., Kim, S., 2000a. Inﬂuence of green area ratioon outdoor thermal environment with coupled simulation of convection, radiation and moisture transport.
J. Archit., Plann. Environ. Eng. 529, 77–84 (in Japanese).
Yoshida, S., Ooka, R., Mochida, A., Tominaga, Y., Murakami, S., 2000b. Study on effect of greening on outdoor
thermal environment using three dimensional plant canopy model. J. Archit., Plann. Environ. Eng. 536, 87–94(in Japanese).

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A STUDY ON THE EFFECT OF LAND USE CONTROLBY ACTIVE FAULT ZONING IN JAPAN1

M.Y OHARA and K. MEGURO

2

1

Associate Professor, Center for Integrated Disaster Information Research,
Interfaculty Initiative in Information Studies, The University of Tokyo, Japan
Email: ohara@iis.u-tokyo.ac.jp
2
Professor, International Center for Urban Safety Engineering,
Institute of Industrial Science, The University of Tokyo, Japan
ABSTRACT :Japan entered an expected longstanding depopulation process in 2006. In this situation, it is important to avoid
disaster social impacts due to the disaster by guiding population from vulnerable area to safer areas. This
research focused on the risk of active faults among various kinds of natural hazards and studied on the effect of
the land-use control along active faults in Japan. First, the meaning of land-use control by active fault zoning inthe society whose population started to decrease was discussed. Japan has not adopted earthquake fault zoning
act due to several reasons. However, considering the current depopulation process, introduction of the fault
zoning act becomes meaningful. Then, the distribution of population and buildings in the neighborhood of
active faults was analyzed based on GIS databases of active faults, population and building stocks. The effect ofland-use control using fault zones was discussed based on the obtained results. If a fault zone with 0.4km width
was decided, referring to the fault zoning act in U.S., it was estimated that the population living inside the fault
zone was 2.3% of the total population in Japan. The effect of land-use control was different according to theregion. The population living inside the fault zone increased in proportion to the width of the zone.
KEYWORDS:

land-use control, active fault zoning, disaster mitigation planning

1.INTRODUCTION
Japan entered an expected longstanding depopulation process in 2006. According to the report by The National
Institute of Population and Social Security Research, the total population after 50 years is expected to decrease
to about 70% of the current one as shown in Figure 1. In this situation, it is important to avoid disaster social

Figure 1 Population projections for Japan: 2001-2050

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impacts by guiding population from vulnerable to safer areas.
Recently, Japan suffered the 2004 Niigataken Chuetsu Earthquake, the 2007 Noto Hanto Earthquake and the2007 Niigataken Chuetsu-oki Earthquake. These earthquakes reminded the danger of active faults in Japan.
This research focused on the risk of active faults among various kinds of natural hazards and studied on theeffect of the land-use control along active faults in Japan. First, the meaning of land-use control plan along
active faults in a society whose population started to decrease was discussed. Then, the distribution of
population and buildings in the neighborhood of the active faults was analyzed based on GIS databases ofactive faults, population and building stocks. The effect of land-use control using fault zones was discussed
based on the obtained results.

2. MEANING OF LAND-USE CONTROL PLAN ALONG ACTIVE FAULTS
When the total population decreases, part of the existing building stock becomes unnecessary, and the numberof vacant houses and lands increases. If residents in the seismic vulnerable areas along active faults are
relocated to safer areas by a land-use control plan, these vacant lands could be effectively used as
disaster-prevention facilities having open spaces and warehouses for emergency supplies. These processes areillustrated in Figure 2.

Open
space

Active fault

Active fault

Active fault

1. Increase of
vacant lands

2. Relocation tosafer area

3. Open Space
along the fault

Figure 2 Process of land-use control
Table 1 Conceivable policies for controlling land use

Repression of
population inflow

Promotion of
population
outflow

Direct policy
Regulation of ner construction*
Profibition of new construction

Relocation of existing buildings
Regulation of extension orreconstruction of buildings*
Prohibition of extension orreconstruction of buildings
Regulation of rental agreement
Prohibition of rental agreement

Indirect Policy
Increase in tax for new construction
Increase in property tax for existing buildings
Disclosure of seismic risk information on property sales
Disclosure of seismic risk information on rental agreemet*
Publicity of seismic risk information*
Grant for relocation
Preferential tax treatment for relocation
Increase in property tax for existing buildings
Disclosure of seismic risk information on property sales
Disclosure of seismic risk information on rental agreemet*
Publicity of seismic risk information*

Table 1 shows the conceivable policies for controlling land use. The lands along active faults could becontrolled by the repression of the population inflow and the promotion of the population outflow. These could

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be achieved by direct methods such as prohibition and regulation of land use or by indirect methods such as
disclosure of seismic risk information and tax control. The policies marked with * in Table 1 are being enforced
in California, U.S. by the Alquist-Priolo Earthquake Fault Zoning Act enacted in 1972.
While the earthquake fault zoning act has been carried out in U.S. for 30 years, Japan has not adopted it. There
are several reasons why most of the Japanese specialists have opposed fault zoning. First, introduction of thefault zoning could have huge social impact because Japanese population density is high and a lot of people liveon active faults. Next, most of active faults in Japan are dip-slip faults and there are many cases in which fault
traces do not appear on the surface. Even if the traces on the surface are estimated, uncertainty of the position
should be considered. On the other hand, active faults in California, U.S., are strike-slip faults and traces on thesurface are easier to identify. However, considering that more lands will become vacant due to depopulation in
the future, the possibility of introducing fault zoning act will increase and the discussion on the land-use control
plan along active faults becomes more meaningful.

3. DISTRIBUTION OF ACTIVE FAULTS IN JAPANFirst, a GIS database of the active faults was developed by adding several data to the existing digital active fault
map. The total length of active faults in Japan is about 10,300 km. When active faults are classified, it is foundthat 34% of them are dip-slip and 4% are strike-slip as shown in Figure 3. “Mixed ” in Figure 3 means a fault
that has both strike-slip and dip-slip parts. In case of “Mixed I”, the length of dip-slip part is more than 70%. In
case of “Mixed II”, the rate of dip-slip part is between 30% and 70%. Figure 3 shows the distribution of active
faults in Japan.

3558
34%

3030
29%

Total length:
断層長[Km]
10,300km
約10300Km

406
4%
938
9% 752
7%

1645
16%

Dip-slip fault
Mixed Ⅰ
Mixed Ⅱ
Mixed Ⅲ
Strike-slip fault
Unknown
Inhabited area

Dip-slip fault
Mixed Ⅰ
Mixed Ⅱ
Mixed Ⅲ
Strike-slip fault
Unknown

Figure 3 Composition ofactive fault types

Figure 4 Distribution of active faults in Japan

4. ESTIMATION OF THE EFFECT OF LAND-USE CONTROL ALONG ACTIVE FAULTS
The distribution of population and buildings in the neighborhood of the active faults was analyzed based on
GIS databases of the active faults, population and building stocks. Then, the effect of land-use control using
fault zones was discussed.

257

th

The 14 World Conference on Earthquake Engineering
October 12-17, 2008, Beijing, China

The GIS databases of population and building stocks were developed based on a 1km mesh data from the
Housing and Land Survey. The fault zones were hypothetically set along the active faults as shown in Figure 5.
In California, the average width of fault zones is 0.4km. Referring to it, the width of the fault zone was first set
to 0.4km. In this case, the population inside the fault zone was 2.89 million and it corresponded to 2.3% of thetotal population in Japan. 0.62 million timber residential houses were located inside the zone. Although 4% of
the active faults were strike-slip as shown in Figure 3, the rate of the population living along the strike-slip
faults were only 0.4% as shown in Figure 6. Figure 7 describes the regional tendency of population distribution
along the active faults. Half of the population living along the faults was located in Kinki area while 40% of thefaults were located in Hokkaido-Tohoku or Hokuriku-Koshinetsu Area. It was verified that the effect ofland-use control was different according to the region.
If the width of the fault zone was increased to 0.8km, 2km, 4km, the population inside those zones wasestimated as 4.5%, 10%, 18% of the total population, respectively. Population increase was almost in
proportion to the width of the fault zones.
Considering the uncertainty of the traces of active faults, setting larger fault zones is safer. However, this causesa larger social impact on the population living along the active faults as confirmed in Figure 8. In order toimplement land-use control along active faults in Japan, the appropriate width of fault zones should be
discussed considering several factors such as lessons from past earthquake damage, uncertainty of the traces ofboth strike-slip and dip-slip faults, social impact of the fault zones, etc.
44532015%1206414
12853
43%
0.4%
196438
人口[人]Population:
7%
2.89million
約289.3万人
2.3% of total
人口の2.3％44796415%58363020%

Active fault
Fault zone
1km Mesh

Figure 5 Example offault zone

94325317%25898
1%358823
6%

2366805
43%

0.8Km
Population:
約564.0万人
5.64million
人口の4.5%of total
851304 4.5%
15%109386719%

Mixed Ⅲ

Mixed Ⅰ
Mixed Ⅱ

Strike-slip fault
Unknown

Population and buildings
inside the fault zone

263913220%5488085
42%

67469
1%
Population:
2Km
719865
約1289.0万人
12.89million
6%162054413%

人口[人]Population:
31506411%
2.89million
約289.3万人
2.3%
of total
人口の2.3％140791050%13027721%

Dip-slip fault

Figure 621640229214 7% 265882
0.6%
9%
86988
242365
3%
8%

96546
16%
254480
3725
41%
0.6%
50567 Timber
木造建物[棟]
house:
8%
0.62million
約62.0万棟
2.2% of total
建物の2.2％83530
13%

人口の10%
10%of total
2354450
18%

Hokkaido, Tohoku
Kanto
Hokuriku, Koshinetsu
Tokai

Kinki
Cyugoku
Shikoku
KyusyuFigure 7 Regional tendencyof population distribution

593197826%

9676016
41%

4Km
Population:
1468081%
約2321.8万人
23.22million
1174090 人口の18%
18% of total
5%235872210%393088617%

Figure 8 Population inside the fault zone when the zone width is changed

258

32879511%

Dip-slip fault
Mixed Ⅰ
Mixed Ⅱ
Mixed Ⅲ
Strike-slip fault
Unknownth

The 14 World Conference on Earthquake Engineering
October 12-17, 2008, Beijing, China

5. CONCLUSIONSJapan entered an expected longstanding depopulation process in 2006. In this situation, it is important to avoid
disaster social impacts by guiding population from vulnerable to safer areas. This research focused on the riskof active faults among various kinds of natural hazards and studied the effect of land-use control along active
faults in Japan.
First, the meaning of land-use control plan along active faults in a society whose population started to decrease
was discussed. While fault zoning has been carried out in U.S. for 30 years, Japan has not adopted it due toseveral reasons. Considering that land will become vacant due to depopulation in the future, the possibility of
introducing a fault zoning act increases and the discussion on land-use control plans along active faults will
become more meaningful.
Then, the distribution of population and buildings in the neighborhood of the active faults was analyzed basedon GIS databases of active faults, population and building stock. In case of a 0.4km-width fault zone it was
found that 2.89 million people or 2.3% of the total population in Japan live inside the fault zone. Half of the
population living along faults is located in Kinki area and therefore, the effect of land-use control was different
according to the region. The population inside the fault zone increases in proportion to the width of the zone.
The appropriate width of fault zones should be discussed considering several factors such as lessons from pastearthquake damage, uncertainty of the traces of both strike-slip and dip-slip fault, social impact of the zones,
among others. In the future, a study of the social impact of risk information of active faults is necessary.

REFERENCESThe National Institute of Population and Social Security Research. (2002). Population Projections for Japan:2001-2050, http://www.ipss.go.jp/index-e.html.
California Geological Survey. (2007). Alquist Priolo Earthquake Fault Zones,
http://www.consrv.ca.gov/CGS/rghm/ap/index.htm.
Nakata T.and Imaizumi T.,(2002). Digital active fault map of Japan, University of Tokyo Press.
Statistics Bureau. (1998). Housing and Land Survey. Ministry of internal Affairs and Communications.

259          
   

Shinji Tanaka, Dr. -Eng.
Assistant Professor, Institute of Industrial Science, The University of Tokyo
Bw-605, 4-6-1 Komaba, Meguro-ku, Tokyo, 153-8505, JAPAN
Tel: +81-3-5452-6379, Fax: +81-3-5452-6476, E-mail: stanaka@iis.u-tokyo.ac.jp

Masao Kuwahara, PhD
Professor, Center for Collaborative Research, The University of Tokyo
Cw-504, 4-6-1 Komaba, Meguro-ku, Tokyo, 153-8505, JAPAN
Tel: +81-3-5452-6419, Fax: +81-3-5452-6420, E-mail: kuwahara@iis.u-tokyo.ac.jp
A well-ordered on-street parking strategy in a city is highly desired to support urban social
activities.

This paper proposed a method to create on-street parking space on urban streetsand evaluated its feasibility in the aspects of the efficiency and the safety by examining andmodeling the driving behavior around on-street parking.

For this evaluation, the virtual

reality traffic experiment system, which is an integrated system of a traffic simulator and adriving simulator, is updated and used to conduct testee experiments.

The results shows apossibility to make on-street parking spaces without deteriorating the efficiency and thesafety.


On-street parking, Parking space design, Traffic simulation, Driving simulator

1260 
Illegal on-street parking causes a lot of problems, such as traffic congestion, traffic accidents,
inefficient use of road spaces, free ride of public spaces, inequality feelings among road users,
and so on.

Therefore in Japan, parking has been regarded to be done off street and on-street

parking is generally prohibited in an urban area.

However, there is not sufficient amount ofparking space off street in a populated city and the enforcement is also not enough, so there
are a lot of illegal parking vehicles almost everywhere on streets.

Actually, urban businesses

and commercial activities like loading and unloading depend on on-street parking widely,
therefore, it is highly desired to prepare legitimate on-street parking spaces and to apply
modulated parking regulation, which means, parking at harmful locations must be strictly
prohibited but at the same time some parking space should be offered in other locations
instead.
To achieve this idea, a methodology to create appropriately designed parking space on surface
streets should be established.

Here, it is quite important to ensure the traffic capacity as wellas the safety between parking vehicles and passing vehicles in such on-street parking section.
The purpose of this study is to propose a methodology to create on-street parking space in an
urban street and to examine its feasibility in the aspects of the efficiency and the safety.
This study will contribute to realize a parking management which produces social merits of
on-street parking for urban activities without deteriorating the traffic smoothness and thetraffic safety. This concept can be shown in Figure 1. In the current situation, there are no
parking vehicles in principle, therefore the level of the efficiency and the safety is muchhigher than the current actual situation, that is, there are illegal parking vehicles everywhere.
However, from the social and economical points of view, as no-parking principle makes it
difficult to conduct various business and commercial activities, the current illegal parking
situation is better.

The proposed scheme aims at enhancing the social and economical

benefit by legitimate on-street parking space, while keeping almost the same level of theefficiency and the safety as the current principle.

   











   











2

261

FIGURE 1 Conceptual image of proposed parking management scheme

For the evaluation of the proposed on-street parking space, the mixed reality traffic
experiment system is used, which is an integrated system of a driving simulator and a
microscopic traffic simulator with virtual reality image technologies. It can produce a highly
realistic environment for driving experiments and makes it possible to analyze the driver’s
behavior in an unrealized traffic environment.

             
As for traffic congestion in an urban area, the bottleneck is almost always at a signalizedintersection, because the limited amount of signal green time has to be allocated among
different directions of traffic.

Therefore, on-street parking around an intersection which

reduces the road capacity significantly should be strictly controlled.

In other words, there issome room to allow on-street parking at a straight section between intersections.
According to this idea, the authors propose to create on-street parking space between
intersections as shown in Figure 2, that is, to make a on-street parking bay at a straight pipe
section between two intersections and to keep the maximum capacity at the intersection.
This on-street parking space is designed inside road space, therefore before entering thissection, the road width for passing vehicles has to be narrowed, which may sometimes cause
capacity reduction or dangerous situations.

However in the current situation in Japan, there

are a lot of disordered illegal parking vehicles almost everywhere even near intersections, so
this concentrated parking could be better solution.

If appropriately designed, it does not

reduce the capacity at the intersection even though the number of the lanes is reduced, whichmeans, the congestion level of the network remains the same.

It can be made only by lane

marking, which is inexpensive and very advantageous to make it in every street.

From adifferent point of view, we can say that the limited urban road space is used efficiently bothfor the traffic function and the access function of the street.

3262     

   

FIGURE 2 Proposed design of on-street parking space        
The next question is how to design the proposed on-street parking space specifically.

Let uscall the distance from the intersections to the parking space “clearance distance”. Then, theproblem is how to determine this clearance distance, that is, L1 and L2 in Figure 3.

Here, weassume that this intersection is oversaturated with enough high demand from the upstream
section.

We also assume the volume of the turning out traffic from the target route and theturning in traffic to the target route is the same so that we only have to consider a condition
that all the traffic goes straight and no traffic turns in from the crossing roads.

v2
k2

v0
k0

2

0

L1, L2 : clearance distance
0 , 2 : capacityv0, v2 : vehicle speed
k0, k2 : density of flow
k1 : density of queue
G : green time

k1

L2

L1
G

FIGURE 3 Clearance distance from the intersection
First, lets us consider the clearance distance L1 at the upstream of the intersection. Because
flow rate at the parking section is usually lower than that at the stop line, the saturation flowrate will decrease if the flow from the parking section reaches the stop line within the greentime.

In other words, to keep the maximum saturation flow rate at the stop line, green timeflow from the upstream must be kept saturated.

Therefore, the condition (1) is needed.

4

263

0

where

0

G

k1 L1

(1)

is the capacity of the intersection, G is effective green time of the signal, k1 isthe density in the queue from the stop line.

The left side of the inequality means the maximum flow during green time and the right sidemeans the number of waiting vehicles in the clearance distance. By transforming it, L1 isobtained as the condition (2).

L1

G

0

(2)

k1

Next, let us think clearance distance L2 at the downstream of the intersection.

In the case of

on-street parking space in the downstream, traffic flow passing the intersection with relatively
large rate arrives at the parking section with smaller capacity.

After that, the excess demand

forms a backward propagation and if it reaches the intersection, the saturation flow rate there
will be decreased.

distance(m)


This can be shown by time-space diagram in Figure 4.

 

L2

v2
v0

 0

loss

VQ

v0
time(sec)GC

FIGURE 4 Time-space diagram at the downstream

The speed of backward propagation VQ is derived using the difference of the capacity andthe density as the equation (3).

5

264

VQ
where

2

0

2

k2

k0

(3)

is the capacity of the parking section, k 2 is the density at the parking section,

k 0 is the density at the intersection.
The condition for this propagation not to reach the intersection is, using the vehicles’ speed at
the intersection v 0 ,

L2
v0

L2
VQ

G

(4)

On the other hand, the queue from the parking section has to disappear before the vehicles of
the next cycle reach the parking section, therefore the next condition is needed.

L2
v2

L2
v0

C G

(5)

k v , L2 is obtained as the condition (6)Transforming them using the relationship ofand (7).

L2

G

0

1
v2

1

2

L2

(C

G)

1
v2

1
v0

(6)

1
v0

(7)

From the above conditions (2), (6) and (7), as the capacity at the intersection is larger and thegreen time of the signal is longer, the necessary clearance distance becomes longer.

Andalso, in the downstream section, the clearance distance has to be long in proportion to thecapacity ratio between the intersection and the parking section.

It means a multi-lane street

which has a large capacity originally needs relatively less clearance distance even though theabsolute value of the capacity reduction by parking section is the same.

As for the signal

parameters, the shorter green time allows the shorter clearance distance.

It may sometimes

become difficult to assure queue disappearance if the green time split of the target route isvery large.
On-street parking space can be made theoretically as above mentioned.

Although it may

cause queue spill over at some local intersections from the downstream intersection due to6265transforming queue storage space into parking space, the total delay does not change as longas the limited bottleneck intersections are utilized in maximum capacity without influence ofparking.

However, it is still not clear whether it does not make negative influence on theefficiency and the safety.

In the following sections, the feasibility of the proposed on-street

parking space in these aspects is examined.

        
For the evaluation of the proposed parking space, we used the mixed reality traffic experiment
system.

It is an integrated system of a 6 axes motion driving simulator and a

micro-and-macroscopic traffic simulator with virtual reality image technologies, which has
been developed in the Sustainable ITS Project at CCR, The University of Tokyo. Figure 6
shows the current composition of the system.

Explaining it by simple example, a person candrive the driving simulator as one of the cars running in the traffic simulation.

The system

can reproduce a realistic interaction between a driven vehicle by a testee and surrounding
vehicles run by the traffic simulator, and can observe his/her driving behavior in several
different scenarios under a fully controlled environment. The details of the system are
explained in the references (Shiraishi et al. 2004, Suda et al. 2005)

  





  

 



  
 
    

    
  
   
 

    

   

FIGURE 5 Composition of the mixed reality traffic experiment system

We used the microscopic traffic simulator function of this system for the efficiency evaluationand the driving simulator function for the safety evaluation.
Chapter 4 and 5, and the latter is in Chapter 6.

7

266

The former is described in       

In a conventional traffic simulator, vehicles run by a unit of the discrete lane.

It means anactual lateral behavior like running over the boundary of lanes that is often observed aroundon-street parking cannot be described appropriately.

Therefore, before using the microscopic

simulator for the evaluation of on-street parking space, passing vehicle behavior model should
be updated.
There are a lot of field surveys and observations about passing vehicle’s behavior aroundon-street parking, for example, passing speed, amount of lateral shift, lateral clearance fromthe parking vehicles, and so on. Table 1 shows the items observed in the previous studies.

TABLE 1 Items observed in the previous studies
explanatory variable

explained variable

valid widthnum. of parallel runningvalid width

judgment of parallel running or lane change

valid width

rate of running overvalid width

passing speed

lateral clearance

passing speed

distance to parking vehicle

passing speed

distance to parking vehicle

lateral shift

st

1 order lateral shift

2nd order lateral shiftparking density

1st lane usage rate

section traffic volumelane usage rate

Referring some of these results, the passing vehicle behavior around parking vehicles wasmodeled.

The behavior of the passing vehicle consists of a series of actions, that is, findinga parking vehicle, judging how to pass, executing a determined action etc. Here, we
introduced a continuous shift in the lateral direction in this passing behavior so that thesimulator can describe a phenomenon like running over to the next lane.

In this model, eachvehicle has its own target point ahead which the vehicle moves aiming at, and this target point
can have a continuous value of the lateral position.

The flow of the passing vehicle’s

behavior model is shown in Figure 6.

8267   
  

      
  
 
 
          





      

  





    

   
 
     
     
        

FIGURE 6 Flow of the passing vehicle’s behavior model

The developed model is built into the existing microscopic traffic simulator as a module, andworks to describe vehicles’ behaviors around parking vehicles.

9268      
  
Using the microscopic traffic simulation function which introduced the developed model
explained in Chapter 4, the proposed on-street parking space was evaluated.

We ran several

settings of the simulations changing some variables shown in Figure 7 and Table 2.


     
                

FIGURE 7 Representation of the on-street parking space

TABLE 2 Settings of the traffic simulation
item

setting

num. of lanes

2, 3 [lanes]

distance between intersections

300 [m]distance from intersection to parking space

50, 100 [m](clearance distance) (L)cycle time (C)60, 120 [sec]green time

60% of cycle timeoffsetsimultaneous offset

Traffic demand (Q)800, 1200 [veh/h/lane] 
First, let us show the result of 2 lanes simulation with the demand (Q) of 800 [veh/h/lane].
When the cycle time (C) is 120 [sec] and there is no parking space, the throughput of thissection is 1447.6 [veh/h]. Here, if parking space is located with clearance distance (L) as 50[m], the cumulative curve of the passing time of vehicles is shown in Figure 8.

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269

 
 
 

FIGURE 8 Cumulative curve (L = 50 [m], C = 120 [sec])

Next, if the clearance distance is set up as 100 [m] and the cycle time is set up as 60 [sec], thecumulative curve becomes as in Figure 9.

 
 
 

FIGURE 9 Cumulative curve (L = 100 [m], C = 60 [sec])

Comparing these two, the latter has a larger gradient, which means it has more ability toprocess traffic demand. (Note the displayed range of these two graphs is the same.)

Actually,

the throughput of the latter is 1425.2 [veh/], which is much larger than that of the former
1102.2 [veh/h] and almost the same as the situation of no parking space (1447.6 [veh/h]).
In the same way, different cases are simulated with the combination of the parameters
mentioned above.

The results are shown in Table 3.

TABLE 3 Throughput of 2 lanes road [veh/h]throughput(veh/h)Q=800

no parking space

L=50m(C=120sec)

C=120sec

C=60sec

1102.01253.31447.611

270

L=100m

L=100m
C=60sec

1247.41425.2

Q=1200

1856.91105.91238.11285.41431.0

L=100m

L=100mTABLE 4 Throughput of 3 lanes road [veh/h]throughput(veh/h)no parking space

L=50m(C=120sec)

C=120sec

C=60sec

C=60sec

Q=8002240.91930.02156.92045.22093.6

Q=12002758.6

1973.22180.52055.42445.1

In any cases, no parking space situations have the largest value of the throughput. When theparking space is located with L = 50 [m], the value of the throughput is reduced. However,as the cycle time is shortened and the clearance distance is extended, the value of thethroughput is improved. Assuming the no parking situation 100%, the throughput rate isimproved from 59.5% (L = 50 [m], C = 120 [sec]) to 77.1% (L = 100 [m], C = 60 [sec]) in thecase of 2 lanes, and from 71.5% (L = 50 [m], C = 120 [sec]) to 88.6% (L = 100 [m], C = 60
[sec]) in the case of 3 lanes.

From these results, it seems to be possible to keep the enoughhigh throughputs depending on the clearance distance and the cycle time as indicated in
Chapter 2.

       
 
Using the driving simulator function, safety aspect of the proposed on-street parking space
was examined by conducting a driving experiment with test subjects.

In the settings of theexperiment, 3 patterns of the lane marking for on-street parking spaces were designed and thedatasets to run the driving simulator were prepared as follows.

The vehicles other than thetestee’s vehicle are driven by the microscopic traffic simulator using the model developed in
Chapter 4.
Figure 10 shows the first pattern A, a lane marking which does not consider that parking
vehicles should be outside of the through traffic lanes.

This marking actually imitates thecurrent situation where illegal parking occurs.

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271


   

   

FIGURE 10 Current lane marking (pattern A)

The next lane marking pattern B creates a parking space by reducing each lane width forthrough traffic as shown in Figure 11. The number of lanes for through traffic remains the
same.







   

   

FIGURE 11 Lane width reduction (pattern B)

The third lane marking pattern C creates a parking space by reducing number of lanes forthrough traffic as shown in Figure 12. Each of the lane width for through traffic is maintained
or widened.







   

   

FIGURE 12 Lane number reduction (pattern C)

In the experiment, a testee is asked to drive at the leftmost (curbside) lane of this road stretch
including these parking sections.

The driving behavior data in every 0.1 second is recordedand questionnaire survey is also done after the driving. Here is an example of collected data.
Driving behavior data: vehicle’s location, speed, acceleration/deceleration rate, steering
angle etc.
Questionnaire survey: subjective evaluation on safety, uneasiness etc.

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272

 
A few dozens of testees has been invited to conduct the experiment.
properties of the testees’ at the experiment.

Table 1 shows the

From them, some of the results are shown in thefollowings.

TABLE 5 Properties of testees
46

Total
Gender

32

Male:
30

12

2

40s

2

Age

20s

Driving< 1 year< 3 years< 10 years< 20 years

20 and more

history

4

15

26

17

4

Drivingnone< 2 hours< 5 hours

5 and more

12

18

17

19

frequency

30s

14Female:50s

per week

Figure 13 shows the driving trajectories by several testees in the pattern A.

In this pattern,

most of the drivers change their lane to the right completely although parking vehicles occupy
less than half of the first lane.

We can see the trajectories vary especially at the entrance

point of the parking section.

 

  
FIGURE 13 Driving trajectories

Picking up a certain testee, some kinds of personal the driving data such as brake pedal stroke,acceleration / deceleration rate, vehicle speed and steering angle corresponding to the vehicle
trajectory can be shown in Figure 14. At the entrance point of the parking section, we cansee the driver takes several actions, such as steering and accelerating / braking, in order to get
into the adjacent lane.
14273    
       
FIGURE 14 Example of personal driving data

If these values of the driving behavior exceed a certain thresholds, it may cause a dangerous
situation.

Therefore, from the recorded driving data, we selected the maximum values ofdeceleration and heading angular speed of each testee as simple indices of the safety.

Figure15 and 16 show the distribution of them including the maximum/minimum value and thestandard deviation.

From these results, the pattern B shows the lower value than others,

which implies smoother and less dangerous driving could be realized.

FIGURE 15 Distribution of maximum deceleration

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274

FIGURE 16 Distribution of maximum heading angular speed

A subjective evaluation by the testees is also done by conducting a questionnaire survey after
driving.

Figure 17 shows whether testees felt dangerous or not on each of the patterns of thelane marking.

Compared with the pattern B and C, the testees feel more dangerous in thepattern A, a situation of the illegal parking.

 

   

FIGURE 17 Subjective evaluation of lane markings

Figure 18 shows the result asking which was the most preferable pattern of the marking andwhy the pattern was preferred. The testees who preferred the pattern B raised no need oflane changes, while the testees for the pattern C find an advantage in wide lane configuration.
The preference between the pattern B and C could depend on the traffic situation realized at
the timing of their arriving at the parking section.

16

275

  
   

 
  

      
FIGURE 18 Reason of lane marking preference

From the analysis based on the experiment so far, testees feel uneasiness or danger in thepattern A, which is similar to actual illegal parking situation, and also, indices of recorded
driving data show relatively high value of dangerous.

Therefore, it would be justified tomake some types of parking lane, such as pattern B and C, on street.
The data obtained at the driving simulator experiment can be utilized to improve the vehicle
behavior model mentioned in Chapter 4.
simulator again.

Then it will run the other vehicles in the driving

Therefore, it will work as a kind of feedback loop to improve the model,

which would become a quite new approach to develop a model.

 
As one of the measures to solve the problem of illegal on-street parking vehicles, the authors
proposed to create legitimate on-street parking space at a straight pipe section between
intersections.

And the way to calculate the appropriate clearance distance theoretically waspresented not to make negative impact on the traffic capacity at the bottleneck intersection.
Based on this idea, the feasibility of this on-street parking space was examined in the aspectsof the efficiency and the safety using a traffic simulator and a driving simulator.

As for the

traffic simulator analysis, the vehicle behavior model was updated to describe the passing
vehicles’ behavior around parking vehicles.

Using this model, several different settings were

simulated and the results showed a possibility to make on-street parking space not reducing
the capacity.

On the other hand, from the driving simulator analysis, the case like an illegal

parking situation got the lowest evaluation, therefore to make intended on-street parking space

17

276

may even improve safety from the current situation.
As this study only focused on the side of the infrastructure, it is also necessary to analyze
parking demand, cost burden etc. as future works. Combining these analyses, the way of
on-street parking treatment should be established and an orderly traffic environment without
illegal parking vehicles will be realized.


T. Shiraishi, H. Hanabusa, M. Kuwahara, E. Chung, S. Tanaka, H. Ueno, Y. Ohba M.
Furukawa. K. Honda, K. Maruoak, T. Yamamoto (2004) “Development of a Microscopic
Traffic Simulation Model for Interactive Traffic Environment”, In the Proceedings of 12th
ITS World Congress, Nagoya JAPAN, October 2004
Y. Suda, Y. Takahashi, M. Onuki, H. Komine (2005) “Development of the Universal Driving
Simulator for ITS researches”, In the Proceedings of 13th ITS World Congress, San Francisco
USA, October 2005

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287

GREEN BUILDINGS:
CURRENT STATUS AND PROSPECTS
PRANAB J. BARUAH1, AKIMASA SUMI1, TAKAHIRO ENDO2
1
Integrated Research System for Sustainability Science (IR3S)The University of Tokyo, 7-3-1 Hongo, Bunkyo-ku, Tokyo 113 8654 Japan
2
Institute of Industrial Science (IIS), The University of Tokyo1{pjbaruah,sumi}@ir3s.u-tokyo.ac.jp, 2tendo@iis.u-tokyo.ac.jp

ABSTRACTWith global warming becoming mainstream policy issue for governments andbusinesses alike due to increasing public awareness about environment,
buildings are coming under focus for their large carbon emission and use ofhumongous amount of energy, water and material both during construction andutilization phase. “Greening” of real-estate, which started a decade earlier inseveral developed countries, is gaining momentum and moving into newfrontiers as developed countries are acting towards low-carbon economy andemerging economies are urbanizing rapidly amid sustainability concerns. In thispaper, we review current trends in embracing green buildings and how different
factors, such as, green-building rating-systems worldwide are shaping the
movement in various countries. Based on findings from other studies, we discuss
how higher energy costs, greater environmental concern and innovations intechnologies (such as in IT) will give positive dynamics to green building market
for achieving lesser environmental impact.

1. INTRODUCTION
According to 4th Assessment Report of IPCC (IPCC, 2007), it is ‘very
likely’(>90% likelihood) that global warming of about 0.60C over the past
century is due to anthropogenic increase of green house gases (GHG), mainly
CO2. Since 1970 to 2004, commercial and residential buildings constitute about
8% of the total anthropogenic GHG emissions in CO2 equivalent (IPCC, 2007).
Considering the energy, water and other resources consumed during construction
and utilization of the buildings in their entire lifespan, built environment is
responsible for about 40% of CO2 emission, 30% of solid waste generation andabout 20% of water effluents. In terms of resources used, about 40% of energy,
20% of water and 10% of land-area are used by the building and construction
sector (UNEP-SBCI, 2006). This makes it a key sector and a “key factor forsustainable development” with its immense benefits to the society and at thesame time associated negative impacts without appropriate attention (UNEPSBCI, 2006). Additionally, as numerous studies have found, indoor air quality
and energy efficiency in buildings are key factors of health of the inhabitants.
Now, with increasing public awareness about environment as a result of
globalization and internet, governments and businesses alike are putting
increasing focus on the real-estate sector to reduce CO2 emission for mitigation288

October 2008, Beijing, China

of climate change. The sector is becoming important from another dimension incontext of successful mitigation of climate change and sustainability - the futureof the world is urban, with about 60% of human population (~5 billion)
projected to live in cities by 2030 from 50% (~3.2 billion) in 2005 (Deutche
Bank Research, 2008), and mostly in developing countries. Also, “greening” ofbuilding sector is gaining momentum particularly from the fact that, it presents itwith several “long hanging fruit” solutions to reduce GHG emissions andincrease energy efficiency with minimal or sometimes negative costs.
This review paper discusses the essentials of a green building, green building
rating systems around the world, key factors effecting its development alongwith current and future trends of green building market. Based on currently
available studies, a qualitative outlook of the future of green buildings inemerging economies is also presented.
2. WHAT IS GREEN BUILDING
Although the terms “sustainable building” and “green building” are often usedinterchangeably in activities such as advertisements and speeches, they are
fundamentally different. This shows the poor understanding of the concept ofsustainability among different stakeholders and highlights the fact how someentities in society are using these terms for “green-washing” to profit fromincreased public interest in environmental issues.
Based on the UN Brundtland Commission Report, which popularized anddefined the concept of sustainable development as “..the development whichmeets the need of the present without compromising the ability of the future
generations to meet their own needs”, a sustainable building can be defined asthe“…one that can be produced and continue to be produced over the long term
without adversely affecting the natural environment necessary to support humanactivities in the future”. On the other hand, green building can be stated as the“..one that uses energy and material more effectively both in production andoperation while polluting and damaging natural systems as little as possible”.
(Straube, 2006). Therefore, while a sustainable building has no net impact inenvironment and co-exists with world’s ecological balance indefinitely, a green
building “focuses on incremental steps to solve known and measurable problems
with our current practice”(Building Science, 2008).
Based on present environmental & sustainability concerns, available technology
and knowledge of linkages between different systems on earth (i.e. social,economical, environmental), green building is a step towards a sustainable
society by being significantly better than similar, or average, building of same
size and type in the same location by reducing the overall impact of the built
environment on human health and the natural environment in following areas: Landuse Material and Resources Efficiency
 Design and Delivery Process Energy Efficiency
 Global Ecological Impact
 Durability

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 Social Transformation
 Water Resources Management Community Development

 Indoor environmental Quality Affordability
 Transport

3. GREEN BUILDING MOVEMENT
Brief History
Several ancient societies practiced principles of geomacy which hassimilar attributes to present green buildings. The Chinese used Fengshui, which
comprises of broad spectrum of theories regarding selection of a location, layoutof buildings etc. Indian geomacy principles in Vastu Shastra laid out criteria forlayout and planning of buildings to influence the peace and prosperity of its
inhabitants. Both of these guidelines use principles of astronomy, andincorporate energy and environment in their practices. Ancient Greeks usedpassive solar heating techniques to build entire cities to receive solar heat inwinter (US-EPA, 2008).
Although green building features described above has been incorporated
collectively or in isolation through centuries in various parts of the world,modern green building movement started in western developed economies inaround 1970s out of interests in improving energy efficiency due to oil crisis andenvironmental movements. In 1990s, the movement gained momentum with the
UN Earth Summit, Rio de Jeneiro in 1992 passing Agenda 21 for sustainable
development, release of UK’s and world’s first building environment assessment
system BREEAM in 1990, US Department of Energy’s Energy Star Program in1992 and formation of US Green Building Council (USGBC) in 1993. Recent
years have seen sudden upsurge in interest among buyers, developers, builders
and governments across the world (including emerging economies) to build
green buildings voluntarily or through mandated programs.
Present status
With global warming becoming a central issue for businesses andgovernments in recent years, green building movement is gaining momentum indeveloped economies, notably in USA, EU, and Japan.
According to Martin et al. (2007), green building movement in USA isnearing a tipping point with tremendous growth seen in non-residential market.
In 2004, non-residential market accounted for about 2% of the US market (about$ 3.3 billion), which is growing and forecasted to be about $10-20 billion in2010. McGraw-Hill Construction suggests residential green building market togrow to $19 to $38 billion by 2010 from $7.2 billion in 2005. Without any
market measure on green building development, growth in certified buildings bybuilding certification systems are quoted often in reports. The report said that,value of newly constructed registered buildings by USGBC’s LEED certification
system has grown from $792 million to $10 billion in 2006. Another summaryfrom USGBC (Green Buildings, 2008), states the annual market for green

Green Buildings: Current Status and Prospects

290October 2008, Beijing, Chinabuilding in products and services to be $12 billion. Number of certified homes
by US-EPA Energy Star are increasing at rapid rate and value of such homes
stands at $26 billion in 2005. In early 2008, National Association of Home
Builders (NAHB) has launched the voluntary NAHB National Green Building
Program, which is seen to compete aggressively with LEED rating system.
Though USA does not have national green building policies withmandates, several states are adopting mandates for greener buildings. Notable
among them are state of California and Washington D.C. From beginning of
2009, California non-residential buildings would require energy-use reporting,and from beginning of 2010 commercial buildings would have to report on theirenergy-use and Energy-Star certification status to potential buyers and leasers(Building Green, Sep.16, 2008). Washington D.C. will require the city buildings
to benchmarked annually starting in 2009 with annual benchmarking for privatebuildings to be done between 2010 and 2013 (Building Green, Sep.1, 2008).
In EU, the Energy Performance of Buildings Directive (EPBD), based on
1993 ‘SAVE’ Directive on energy efficiency, came into effect in January 2006.
EPBD provides a common methodology for calculating energy performance andsetting energy performance standards of buildings (in both new and existing) inindividual member states. It is estimated that, with proper implementation of
EPBD, 11% reduction in oil consumption can be achieved in 2020 (EurActive,
Sep 15, 2008). However, progress is reported to be slow with only Denmark,Germany and Austria fully complying with the EPBD and other states lagging
behind (EurActive, Apr 26, 2008). In EU-wide effort for greener buildings,
Germany proposed mandatory energy efficiency labeling for buildings andapartments in April, 2007 (Reuter, Apr 20, 2007). At present, UK does not havea single plan of action on green building. However, variety of policies,
regulations, performance standards, guidance documents and voluntary
initiatives by numerous organizations are available. UK Building Research
Establishment (BRE)’s voluntary rating system BREEAM and USGBC’s LEED
are increasingly being embraced by businesses.
In Japan, energy efficiency has been a core national policy due to its lackof natural resources and as a strategy for energy security since the oil shock of
1970s. Surprisingly, there is no government policy to promote efficiency
exclusively in the building sector where about 25% of total energy is used forspace heating and cooling of buildings. Energy consumption in commercial
buildings in Japan is about 8% of world energy consumption in such places(European Business Council Japan, Jul 2008). However, under Energy
Conservation Law, 1979 (amended 1999), voluntary energy saving labelingprograms for home appliances exist and mandatory reporting of energy
conservation measures in buildings over 2000 m2 floor space were introduced in2003 and tightened in April 2006. Statistics shows that compliance rate isincreasing, from 34 % in 1999 to 74% in commercial buildings, and is likely toincrease in future (Hong et al., 2007). In 2004, Japan Sustainable Building
Consortium (JSBC) introduced the voluntary CASBEE green building rating
system to assess the environmental efficiency of buildings, popularity of whichis increasing among government and industry as well as in other Asian countries.

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Elsewhere in developing economies, China and India, two emerging
giants are slowly but seriously adopting green buildings as their population
rapidly urbanize and real-estate sector is growing at a blazing speed. Currently,
China’s buildings consume about 18% of total energy and projected to reach
40% by 2030 when the urban population reaches 1 billion (Howard et al., 2007).
China’s Ministry of Construction (MOC) has unveiled “Evaluation Standard forGreen Building”, which took effect on June 1, 2006 and is similar to USGBC’s
LEED rating system. Rating systems such as LEED and CASBEE are being
increasingly adopted for upcoming projects. For a greener Summer Olympics
2008, China used Tsinghua University’s Green Olympic Building Assessment
System (GOBAS), which is based on CASBEE.
In India, building energy consumes about 33% of total energy in 2005.
Integrate Energy Policy unveiled in 2006 identifies 10 key areas for efficiency
improvement, half of which relate to building sector. For Investments above$11.6 million, developers need clearances from government before constructionin terms of environmental impact assessment. There is no national mandatory
green building related program. Recently, there is growing interest in USGBCLEED rating system promoted by Indian Green Building Council (IGBC).
Bureau of Energy Efficiency (BEE) is working on to mandate energy audit ofbuildings and Ministry of New and Renewable Energy Sources (MNRE) is
planning to develop a voluntary green building rating system with an incentive
mechanism (Hong et al., 2007).
Factors driving green building movement
Nelson (2007) and Martin et al (2007) cite several factors driving
investments in and demand of green buildings in US. However, most of thesefactors are also working in other parts of the world in varying mix and degrees.
According to Martin et al. (2007), several studies have found that, a particularclass of tenants are interested and creating demand of green buildings at present.
They are referred as LOHAS customers, Creatives or True Blue Greens who are
well-educated & wealthier than average, and well-aware of key environmental
issues such as climate change.
Next, governments are playing increasingly active role due to realizationof the benefits of pursuing green building programs in context of rising energy
prices and tackling mitigation of climate change through minimal costs. They
are moving forward by formalizing new regulations, raising awareness andthrough tenancy by setting standards for building it sets for its own occupancy.
In countries like China, where government has a strong influencing power onbusinesses by virtue of the political system will possibly be the biggest driver insetting the movement in the right and faster path.
Third, due to increasing environmental awareness among general public,
companies are responding by taking environmental action and being “green”.
Moving to green facilities is providing them with greater credibility on theirgreening commitment to stay ahead of the pack. At the same time, builders anddevelopers are realizing this necessity to green-up to prove their sociallyGreen Buildings: Current Status and Prospects292

October 2008, Beijing, China

responsible character and at the same time retain competitive advantage bymoving before being pushed by governments through new regulations. Investors
are realizing that “future of building is green” and finding a new socially
responsible investing (SRI) opportunity in a lucrative sector. With recent
worldwide downturn in conventional real-estate market, green buildings are also
getting new investors due to their positive returns and increasing market.
Last but not the least, professional and international organizations like
USBGC and UNEP-SBCI are playing an active role by creating awareness of theopportunities, serving necessary professional information, creating quantitative
assessment systems and presenting the movement with a business case.
Especially, the green building assessment systems are paving ways for bothpublic and corporate policymaking. Also, they are motivating innovation acrossbuilders as well as suppliers of materials and by providing summaries ofbuilding performance which are helping to create demand through awareness(Cole et al., 2005)
4. GREEN BUILDING ASSESSMENT SYSTEMSGreen building assessment systems provide effective framework for assessmentof building environmental performance quantitatively to be presented in terms ofindicators which are easy to understand. It can integrate the complex concept ofsustainable development effectively into building and construction process.
Conventionally, buildings are designed to meet building code requirements.
Green building assessment systems go beyond the code to incorporate various
elements concerning sustainability to improve overall building performance andminimize life-cycle environmental impact and cost (Gowri, 2004).
Assessment tools developed till date may be classified into two categories. First
category is based on a purely criteria based system assigning point values to aselected number of parameters on a scale. BREEAM (UK), LEED (USA) andGreen Stars (Australia) are some examples of this category. Second group oftools are based on life cycle assessment (LCA) methodology employing “cradle
to grave” assessment approach to the inputs in order to evaluate (mainly)
environmental impacts from key outputs. Example of such tools are BEES
(USA), Beat (Denmark), ECO QUANTUM (Netherlands), ECO-PRO(Germany), EQUER(France) etc. (Larsson et al., 2001; Hikmat, 2008). Table 1
lists the major green building assessment systems from different
countries/organizations.
Most assessment system’s primary focus is on energy efficiency, resource
efficiency, indoor air environment, water resources management and sustainablesite selection. Among the rating systems in Table 1, those getting wider
recognition worldwide are BREEAM, LEED, CASBEE, GreenStar, and GBTool.
We discuss in brief the first three rating systems below.

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Table 1: Major green building assessment systems.
Country

Assessment tool

BRE Environmental Assessment Method (BREEAM)
Environmental Estimator (ENVEST)USGBC Leadership in Energy and Environmental Design (LEED)NAHB National Green Building Standard
USAUS-EPA Energy Star for New Homes
DOE Building America
Building Environment and Economical Sustainability (BEES)
Green Building Tool (GB Tool)
Green Globes CEE & EEC
CanadaLEED-Canada
BREEAM-Canada
Green Star AGBC
Australia
National Building Environment Rating Scheme (NABERS)German Ministry of Transport, Construction,
Germanyand Urban Development (DGNB) Sustainable Building Certificate
BREEAM-Netherlands
Netherlands
Eco QuantumJSBC Comprehensive Assessment System for BuildingJapan
Environmental Efficiency (CASBEE)
Korea
Korea Green Building LabelSingaporeBuilding and Construction Authority (BCA) Green Mark
Hong Kong Building Environment Assessment Method
Hong Kong(HK-BEAM)
China Green Building Standard
China
Green Olympic Building Assessment System (GOBAS)
LEED-India, 2007
India
The Energy and Resources Institute GRIHA (TERI-GRIHA)
LEED-Brazil
BrazilAQUA
UK

BREEAM is the first green building rating tool in the world, developed by
Building Research Establishment (BRE) and private sector researchers of UK in
1990. It is a voluntary assessment system. Recently, a tougher version of thesystem has been released in 2008, emphasizing more on energy efficiency andrequiring mandatory credits. The system is recognized by UK building industry
and is being adopted in Canada, Australia, India and EU countries.
USSBGC developed the voluntary LEED rating system in 1998 with a marketdriven strategy to accelerate adoption of green building practices (Bowri, 2004).
It was inspired by BREEAM to serve the building community in US. Originallydeveloped for new commercial buildings (LEED-NC), LEED has gone throughmajor update in 2003 and now several versions, such as, LEED for Homes,
LEED for Existing Buildings (EB), LEED for Core and Shell (CS), LEED forCommercial Interiors, LEED for School, Healthcare & Retail and LEED for
Neighborhood development. According to USGBC, the system will have amajor overhaul in early 2009. In the new version, points will be allocateddifferently and reweighed, and the entire process will be flexible to adapt toGreen Buildings: Current Status and Prospects294

October 2008, Beijing, Chinachanging technology, account for regional differences and encourage innovation.
Over the years, LEED has gained immense popularity around the world with thesystem being adopted in countries like Canada, UK, Brazil, China, India andMiddle-East. Green Building (2008) reported that, nearly 4 billion commercial
building space is being registered or certified by LEED rating system withprojects in 69 countries and 57,400+ accreditated professionals. Figure 1 below
gives a comparison between LEED-NC and BREEAM 2008 in credit weightage
given to different green building features (Greenworkplace, Aug 11, 2008).

Figure 1: Comparison of LEED-NC and BREEAM 2008 weights(source & copyright: Greenworkplace, Aug 11, 2008)
Japan Green Building Council (JGBC) unveiled the CASBEE rating system fornew construction in 2004. It has four integrated tools on building life-cycle: predesign tool for owners and planners, design tool for architects and engineers,
environmental labeling tool for labeling body and sustainable operation andrenovation tool for owners and caretakers. Noteworthy difference with LEEDand BREEAM is that it re-categorizes the positive building attributes to a
Quality (Q) category and negative attributes as loading (L) category to estimatea Building Environmental Efficiency (BEE) index as Q/L. The concept has
gained popularity because it can provide trade-off between environmentalloadings and quality of space provided. Based on Q/L value ranking is given to abuilding’s sustainability. Table 2 lists the rating categories available in
BREEAM, LEED and CASBEE.
Table 2 : Rating categories in BREEAM, LEED and CASBEEBREEAM
Excellent
Very Good
Good
Pass

LEED
PlatinumGold
SilverCertified

CASBEES
A
B+
BC

Despite their positive influence on different stakeholders in the movement, green
building assessment tools such as LEED or BREEAM are criticized for their

New Technologies for Urban Safety of Mega Cities in Asia

295

lack of assessment scope post-construction. Critics argue that, these systems
award points based on design features pre-construction which may not be
constructed properly as designed (such as sealing tightness in windows).
Additionally, simulated usage pattern of resources, such as energy or water,
during design phase may be drastically different during utilization. Certification
not before but after construction, and based on few years of energy & resources
utilization data, is often recommended. Others point out the necessity ofintegrating LCA-based analysis into the systems. Also, caution is advised before
using a foreign system in local conditions, as a system developed for a certain
country may not produce expected performance when applied in another country
due to differences in climatic, economic and cultural conditions. Both LEED and
BREEAM are addressing these issues in their latest and coming versions.
5. COSTS AND BENEFITS OF GREEN BUILDINGSGreen buildings are often cited to incur higher cost, which is proved as a
misconception by several recent studies. According to Nelson (2007),
examination of 33 LEED office and school buildings in 2003 by a consultant
firm Capita E Analysis found that, overall cost premium for green buildings to
be about 2%, averaging 0.7% for the LEED-certified buildings, 2.1% for the
LEED-Silver, 1.8% for the LEED-Gold, and 6.5% for the LEED-Platinumbuilding. The study also found that, cost premiums declined as regional
experience in green building increased. Another comprehensive 2005 study byengineering firm Morrison Hersh field-reviewed four U.S. studies and estimatedconstruction cost premium required to meet different levels of LEED
certification. Their result showed cost premiums averaged only 0.8% for the
LEED certified buildings, 3.5% for the LEED-Silver, and 4.5% for the LEEDGold and jumped to 11.5% for LEED-Platinum buildings. There is increasingconsensus among green building developers that, with careful planning andintegrated design of the sustainable concepts, the cost premium can indeed beminimal to non-existent (Nelson, 2007).
The benefits of green building can come from energy and water savings,
reduced waste, improved indoor environmental quality, increased
comfort/productivity, reduced employee health costs and lower operation andmaintenance costs (Kats, 2003). According to USGBC, LEED-certified
buildings are 25-30% more energy efficient and more likely to generate
renewable energy. Another study by Co Star group in 2008, found that, Energystar and LEED-certified buildings has higher occupancy rate, higher rental rateand higher sale price per square feet when compared with conventional buildings.
For existing buildings, studies have found that payback period for various green
retro-fitting should be between 3 to 6 years (Nelson, 2007).
6. FUTURE DIRECTIONS
All trends clearly show that, green building movement worldwide is picking up
momentum. Start of various green building programs in key future growthcountries such as China, planning of mandated green building program in India,

Green Buildings: Current Status and Prospects296

October 2008, Beijing, China

release of newer version of BREEAM system and the coming version of LEEDin 2009 are fewer examples to indicate tremendous growth ahead for green
buildings as an industry. Many have said year 2007 to be the tipping point forgreen building construction. By aggressive estimates, annual LEED-NC and CS
combined is expected to reach about 200 million square foot from about 30
million square foot in 2006 (Nelson, 2007). Launching of UNEP-SBCI in 2006
and United Nation Framework Convention on Climate Change (UNFCCC)’s
decision to prioritize building sector in coming Conference of Parties (COP)-14
in December 2008 in Poland will also accelerate awareness about greener
buildings among different stakeholders. Additionally, increasing emphasis on
localized renewable energy generation and current rapid growth of other cleantech sectors are likely to give boost to the sector. Deployment of innovative,
cheap and energy efficient technologies such as Light Emitting Diode (LED)providing clean bright light will likely give great impetus to the movement andwill be key to bring the movement successfully to lower income countries. Last
but not the least, with proper planning and active participation of relevant
stakeholders, the potential-laden Information and Communication Technology(ICT) sector can provide added efficiency by its “enabling effect”. The recent
SMART2020 (2008) report has shown that, through deployment of proper ICT,
buildings can significantly save energy consumption and reduce GHG emission
to an extent of 15% in 2020. To achieve this potential, the report outlined
measures such as, intelligent lighting and HVAC (Heating, Ventilation, Airconditioning), voltage optimization, installation of ICT-based BMS (Building
Management System) and smart grids.
7. CONCLUSION
With importance in immediate action for climate change mitigation, depleting
natural resources and increasing energy cost, green buildings are poised to be thefuture of building and construction industry. Green buildings are right step
towards sustainable low carbon society providing added benefits of health andcomfort achieved at minimal or negative costs to the users. Assessment systems
for green building are proving to be useful framework to achieve the intended
goals while presenting it with a business case. Coming years are likely to see
explosive growth in green building investment across the world with moregovernment mandates and increasing public interest. In coming years, innovativeand cost-effective technologies as well as incorporation of existing technologies
in smart ways will be the key to increase the energy efficiency and GHG
reduction potential of green buildings.
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Building Green, Sep 16, 2008. Energy Use Reporting Mandated in California.
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Building Science, 2008. Towards Sustainability: Green Buildings, Sustainability
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Cole, R.J., Howard, N., Ikaga, T., and Nibel S., 2005. Building environmental
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Deutche Bank Research, 2008. Megacities: Boundless Growth ?.Editor: Josef Auer,
Deutche Bank Research.
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http://www.euractiv.com/en/energy-efficiency/report-slow-progress-greening-europebuildings/article-175348 captured Sep 19, 2008
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European Business Council Japan, Jul 2008. Thermal insulation - a key to improved
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andreducedCO2emissionsinJapan.
http://www.ebcjp.com/news/EBC%20Thermal%20position%20paper%20July%202008.
pdf captured Sep 19, 2008
Gowri, K., 2004. Green building rating systems: an overview. ASHRAE Journal,
November 2004, 56-59.
Green Buildings, 2008. Green Building, USGBC and LEED. Sep 2008, USGBC.
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http://www.thegreenworkplace.com/search?q=BREEAM captured Sep 19, 2008.
Hikmat, H., and Ali, S.F.N., 2008. Developing green building assessment tool fordeveloping countries- case of Jordan, Building and Environment, Building andEnvironment, In Press.
Hong, W., Chiang, M.S., Shapiro, R.A., and Clifford, M.L., 2007. Building Energy
Efficiency : Why Green Buildings Are Key to Asia’s Future. (Edited by: Margarethe,P.L.), Asia Business Council, 320 pp.
Howard‫ޔ‬S., and Wu, C., 2007. China’s clean revolution. The Climate Group, 34pp
IPCC, 2007. Climate Change 2007: Synthesis Report. Intergovernmental Panel on
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Kats, G.H., 2003. Green building costs and financial benefits, Massachusetts
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Martin, J., Swett, B., and Doug, W., 2007. Residential green buildings: identifying
latent demand and key drivers for sector growth. Master’s Project, Ross School ofBusiness, University of Michigan, April 2007, 93 pp.
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Reuter, Apr 20, 2007. Germany proposes energy efficiency labels for homes.
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298      
     
     
     
     
        
        
        
The importance of fire safety with regard to the use of underground spaces has been
increasing since the “Special Measures Act for Public Use of Deep Underground” wasenforced. Fire experiments were conducted by using 1/2 scale models to study a compartment
system using Water Screens (WS) and to understand the performance of this system.
In WS experiments carried out using the 1/2 scale model with a compartment length of 50m,
the ceiling temperature and the radiation receiving calorie showed about an 80% decrease
regardless of the heat release rate and the wind velocity. Under a condition, the generated gas
concentration showed about a 40% decrease and the heat release rate showed about a 30%
decrease owing to the presence of WS. It can be thought that thermal properties outside thecompartment are attenuated and combustion is controlled by the WS.
1.

INTRODUCTION
With the adoption of utilization methods for deep underground spaces and the developmentof urban renewal, underground spaces have created new potential with regard to areas that canbe utilized by society. Therefore, technical know-how to ensure the safety of occupants in thecase of the occurrence of accidents, as well as that dealing with the controlling of accidents isrequired.
It is also very important under the assumption of the occurrence of underground disasters tomaintain “the structural fire safety” by restraining the spread and expansion of a fire or bycooling the structures and to ensure “the safety for evacuation” byisolating occupants from heat, smoke and poisonous gas and guidingthem to safe places.
With regard to the safety design methodology for fires inunderground spaces, a number of data were accumulated throughinvestigations and experiments in the “Studies on fire safety design
methodology for underground tunnels” carried out (Oct., 1994~Mar.,
1999) in partnership with the National Research Institute of Fire andDisaster.
Photo. 1
In 2000, technological investigations into the “Compartment technology
Spiral Headfor fire zones using water screens” started and in 2001 this WS299

technology was authorized by the Minister of Land, Infrastructure and Transport first in Japanon the basis of its performance evaluation as specific fire prevention equipment in thearchitectural field.
This technology creates water screens by spraying water from spiral heads (Photo.1)
arranged in lines at positions which form compartments.
This system for preventing fire disasters can not only ensure the safety of occupants by
restraining the diffusion of heat and smoke using water screens to compartment a fire zone aswell as by seizing and washing out poisonous particles but it can also minimize the thermal
damage to structures.
The compartmenting is a concept for preventing the diffusion of fire induced heat andsmoke in an entire space by confining them in certain fixed regions. It has been applied to
fireproof steel shutters, fireproof sheets and air curtains. However, there are cases where thecompartments for the fireproof shutters and sheets can not be satisfactorily completed due tothe damage caused by falling objects. Furthermore, there are problems impeding safe
evacuation. Namely, with an increase in the temperature in the compartment, the equipment isdistorted by intense heat and the handles of the shutters are heated. With regard to air curtains,
it is pointed out that there is a problem where ventilation equipment is large and accordingly,
it is difficult to control them. These problems are difficult to solve for the large sections andcomplicated shapes of underground tunnel spaces containing railways and roads.
With this as a background, studies on the applicability of a new fire disaster prevention
system “Water Screen Fire Disaster Prevention System” to railways and road tunnels
constructed in deep underground spaces were carried out. .
In November 2002, the 1st fire experiment using a model of a road tunnel was carried andthe validity of this system was confirmed (1)~(3). In order to quantitatively understand thecompartmenting effects of water screens (hereafter referred to as WS) based on the results of
the 1st experiment, the 2nd tunnel model fire experiment was conducted in 2003 in partnershipwith the National Research Institute of Fire and Disaster. This paper describes the details andthe results of the 2nd tunnel model fire experiment.
2.

DESCRIPTION OF AN EXPERIMENTAL METHOD FOR MEASURING
PHYSICAL EFFECT OF WATER SCREENS IN A SMALL SCALE MODEL
Under the condition that it is difficult to apply past compartment technology to transport
spaces, preparatory experiments for the efficiency of the WS as a new compartment
technology for practical fire prevention was carried out. The validity of the experiment
method for maintaining and understanding the efficiency of this compartment technology wasconfirmed. In the previous paper (1)~(5), the effects of WS obtained from the experiments forthe 1/2 scale model with a longitudinal length of 18.2m using n-heptane as fire source fuelwere reported on. Due to the fact that the separation between fire source and WS was too
short to realize the effects of the WS on an actual tunnel accurately, the experiment results
showed that the WS and the fire source were highly influenced by each other. Therefore, in300

the experiments for the new system carried out in order to quantitatively understand the, , .
following items
Understanding of the WS behavior with ventilation
Understanding of the effects of the WS with regard to seizing CO,CO2
Understanding of the conditions inside of the compartment
The length of the model was extended
with consideration to 50m being thecompartment length for an actual tunnel
corresponding to the road standard 1st typeAA class. Tunnels for the exclusive use ofcars in Japan are classified into fivecategories from AA to D depending on thelength of the tunnel and the traffic volume
as shown in Fig.1. The official
specifications for the installation of
emergency equipment have been
established for each category.

40,000AA
20,000
4,000
D
500

500

C

B

A

1,000 3,000 10,000
Length of tunnel [m]Fig.1 Road Tunnel Standard

3. DESCRIPTION OF THE EXPERIMENT ITSELF
3.1 Period
From June 30, 2003 through July 11,
2003
3.2 Place
The fire test center of the Hochiki
Corporation in Kakuda City, Miyagi
Prefecture
3.3 Model
A tunnel space with a rectangular-shaped
Photo.2 General view of model
section having a height of 2.7m(=H), a
wide of 5.4m(=W) and a length of 43.7m
was used as a model. It was made by connecting movable units composed of steel frames andcalcium silicate plates. Parts surrounding the fire source were equipped with fireproof panels
in order to protect them from unfavorable conditions such as high temperature and water
spray. Furthermore, fireproof glass observation windows were installed at four locations in thewall side near the fire source and the WS. Photo.2 shows the general view of the model. The
air was pumped from the right side of the model shown in this photo toward the left side
during a period of forced ventilation.

301

3.4 Attachments
Fig.2 shows the locations where attachments and main measuring instruments were
installed. The outlines of these attachments are described below.
WS: The specifications of each head are
as follows:
Water pressure: 1.0MPa, Mean particle
diameter: 200 m, discharge rate of sprayedwater: 10liter/min, Spraying angle: 150~170
As shown in Fig.2, two lines of 1.6m
separations were arranged for installingheads 12.5m away from the fire source. 5~6
heads were installed on each line in a zigzag
Photo.3 Interior conditions
pattern at intervals of 1.0m. The total(Before WS are activated)discharge rate of water sprayed from the 11
heads on one side was 110liter/min. The WS
at both ends of the 1/2 scale model created afire prevention compartment with alongitudinal length of about 25m(=2L)(with consideration to 50m being thecompartment in an actual tunnel space).
Photo.3 shows the interior conditions of themodel before the WS were activated andPhoto.4 shows those after the WS were
Photo.4 Interior conditions
activated.
(After WS are activated)
Water sprayer: The specifications of eachhead are as follows:
Water pressure: 0.34MPa, Mean particle diameter: 500 m, discharge rate of sprayed water:
140liter/min, Spraying angle: 100 ~110
In the experiments, water sprayers were installed at a different angle for each at two placesfrom which water was not sprayed directly on the fire source from the viewpoint ofcomparing the effect of the WS with that of the water sprayer. The water-supply piping for thewater sprayer was set up as a separate system from that for the WS so as to work
independently without any connection to the WS.
Smoke exhaust duct: In order to understand the behavior of high temperature smoke
generated, hoods for exhausting smoke were installed at the upper parts of both ends of themodel and rectangular ducts (1m 1m) with a plate thickness of about 1mm were used.
Smoke exhaust fan: Exhaust fans (rated quantity of flow: 30,000CMH) were installed at theends of the ducts.

302

Equipment generating wind velocity: 20 fans for industrial use were distributed at a
position 2m away from the model end on the air-supply side. Preparatory measurements forequalizing the sectional wind velocity at the position where the fire source was placed werecarried out in order to adjust the number of activated fans and the locations for arranging
them.
Washing out of soot and smoke:
Soot recovery measurement using a collection pan for sprayed water
The recovered soot particles contained in the water sprayed from the WS was analyzed
using a drying method for five liter samples collected in two polyethylene vessels aftercollecting the water in the pan.
Soot collection using a cylindrical filter paper
The collection soot contained in the high temperature smoke layer induced by a fire wasmeasured using a cylindrical filter paper based on the method for measuring the dust
density in exhaust gas.
Measurement of optical density of smoke using a dimming smoke density meter
The optical density of flowing smoke was measured using a dimming smoke density
meter fitted to the duct used for sampling.
3.5 Other measurements and observations
Table.1 shows the outline of measurements (items, subjects, apparatuses, places and thenumber of points for measurements).
The heat release rate which is the fundamental quantity in the case of a fire was obtainedusing the oxygen consumption method and the weight conversion method in the experiments.
For the purpose of understanding the effect of the WS on the removal of soot produced during
a fire, a duct was installed at the end of the opening of the model and the behavior of the sootin the high temperature smoke was studied. Furthermore, in order to understand the
combustion conditions of the fire source, the water sprayed from the WS and the flow ofsmoke as well as to observe the behavior of the fire source and to plan a direction forevacuation in cases of taking refuge or fighting a fire, observations were carried out using
video cameras and thermo-cameras.
12,50012,5001,000

Fire Source

-12m

0m

A
-14m
1,600

B
+12m

43,700

Thermocouple in a vertical direction
Radiation meter

Ventilation

+14m
Y

X

[mm]

WS
Water sprayer

Fig.2 Model outline

303

Table.1 Measurement outline
Measurements (the number ofMeasurement
Subjects
Apparatuses
measurement points)
Temperature
Sheathtype 18 places (Y=0.0,Z=2.65) @2m
profile near thethermocouple
from X=0.0 (18 points)
ceiling
8 points at intervals of @0.3m at
Verticalone place from Z=0.6m
K-typetemperature
10 points at 10 places
thermocouple
profile@3.5~4.0m from
X=0.0 (80points)Temperature
K-type0.1m mesh above the fire source
Temperature profile near thethermocouple
in Y 0.9m Z 1.7m (97 points)
fire source
External
K-typeAn unaffected position 5m away
temperaturethermocouple
from the model (1 point)
Internal
Center of the entrance section of
K-typetemperature of athe hood on the exhaust side (1thermocouple
hood
point)
Internal
Center of the section of theK-typetemperature of ahorizontal part of the duct (1thermocouple
duct
point)
Establishment of
Measurements were taken beforeWind
Hot-wiresectionalwind
the burning test to establish
velocity
anemometervelocity
sectional wind velocity (6 points)
Wind
Wind velocity for
At X=-10.0m @0.2~0.7 from
2-direction tube
pressureexperiments
Z=0.7m (6 points)
Heat flux
Heat flux
Medtherm
Near the fire source (5 points)
RE-4type
X= 25.0m, Y=00m, Z=1.2m (2Radiation
Radiation(by Tokyo Seiko) points)
Under the fire source plate (1Variation in fuel Load cell for
Fuel Weight
point representing a total of 3
weight1kN
points)Center of the section of the
BMG-110
O2 concentration
horizontal part of the duct (1(by Best Sokki)Gaspoint)
concentration
Center of the section of theCO,CO2
CGT-7000
horizontal part of the duct (1concentration(by Shimadzu)
point)

304

Table.1 Measurement outline
Measurements (the number ofMeasurement
Subjects
Apparatuses
measurement points)
Center of the section of thehorizontal part of the duct (1 point),
Humidity
Humidity of gas
VaisalaA point in the WS compartment (1point)
X=-5.8,-8.8, Y=0.0, Z=0.79 in the
Variation in smoke Dimming
Smoke
compartment, Center of the section
density in test site, smoke
densityof the horizontal part of the duct (3compartment, duct densitometer
points in all), Ends of the test site
Dust sampler, -2m~6m with the WS compartment
Quantity of Collection of sootWater
as a center, Center of the section ofsoot washed near WS and in
sprinklingthe horizontal part of the duct (1out by water duct
measurepoint)
Directions X, Y and Z: The center of the fire source was set as X=0.0. The air supply side
was set as + and the air exhaust side was set as -.
Direction Y: The center of the fire source was set as Y=0.0. The left direction toward theair supply side of X (longitudinal direction) was set as + and the right direction was set as -.
Direction Z: The floor center where the fire source was installed was set as Z=0.0. The
vertical upper direction was set as +.

3.6 Experiment conditions
Five items were taken up as the factors
Table.2 Coefficient of Reduced Scalefor experiments: (1) wind velocity
Full-Scale Model-Scale(0.0,1.4,1.8,2.2 [m/sec]), (2) kinds of fuelTypical Length
50m
25m(density of smoke), (3) fire source size
Wind velocity
2.0m/sec
1.4m/sec(1.5,5.0 [MW]), (4) with/without water
Heat Release Rate
8.5MW
1.5MW
sprayers and (5) with/without WS. WithTime
14.1min
10minconsideration to the reduced scale ratio of
the model using the Froude law (Table.2), the value for the heat release rate was set to be
1.5MW. This value corresponds to that for one ordinary passenger car which has been
completely burnt. The standard value for the ventilation velocity for preventing the heat flux
from flowing backward on the windward side under the operation of a natural ventilation or
longitudinal ventilation method in the case of a fire was set to be 1.4m/sec. Table.3 shows theexperiment conditions and the experiment cases.

305

Table.3 Experiment conditions and the experiment cases
Conditions forinvestigation
Basic condition
Fuel
Water spray
Heat release rate
Low wind velocity
Low wind velocity,
Heat release rate
Middle wind velocity
High wind velocity

Wind
Velocity
[m/s]
0.0
0.0
0.0
0.0
1.4

Fuel

Heat
Release
Rate

Case No.
Water
Spray

Without
WS

With
WS

G
H
G
G
G

[MW]
1.5
1.5
1.5
5.0
1.5

N
N
Y
N
N

1
3
5
7
9

2
4
6
8
10

1.4

G

5.0

N

11

12

1.8
2.2

G
G

1.5
1.5

N
N

13
15

14
16

*Fuel: G=Gasoline, H=n-Heptane

3.7 Combustion time and measurement time
The amount of fuel was set with a period of 10 min as the target burning time.
Measurements were carried out at intervals of 2 sec over a period from 1 min before ignition
through 2 min after extinguishment. The value used for the investigation of the results in
Chapter 4 was a mean value for a period of 60~30 sec before ignition and the value used forthe investigation in Chapter 5 was a mean value obtained during a period of 120~240 sec after
ignition. The value for the rise in temperature was obtained by subtracting the initial value
from the experiment value.
3.8 Procedure for operating experiment equipment
The WS equipment was activated 30 sec after ignition and the water sprayers wereactivated 3 min after ignition. The ventilation equipment began to work before igniting thefire source.
4.

EXPERIMENT RESULTS
In this section, outlines of the experiments carried out under the investigation condition(no ventilation air flow, gasoline, HRR 1.5MW) (Case 1, Case 2) are described as an example.
4.1 Effects on temperature profile in the vicinity of ceiling surface
Fig.3 illustrates the temperature profile obtained using sheath type thermocouples installedat points 5cm under the ceiling surface. In the case of the without WS, the temperature rose ata place just above the fire source, but it gently fell toward the exits. On the other hand, in thecase of the with WS, although the temperature increased slightly in the compartment, it306

showed almost the same behavior as thatseen in the case of the without WS and it
rapidly fell on the outside of thecompartment.

300
200
150
100

4.2 Effects on radiation receiving
calorie
Fig.4 illustrates the time history
obtained using radiometers installed on theexterior of the opening of the model. The
peak value for the radiation receiving
calorie after ignition in Case 1 (without
WS) reached about 120~140W/m2 and thatin Case 2 (with WS) was about 5W/m2. The
compartmenting effects resulted in reducing
the quantity of radiation emitted to the outsideof the compartment.
4.3 Effects on heat release rate
Fig.5 illustrates the time history of heatrelease rate. The heat release rate in Case 1
attained a maximum value of 1.5MW. The
maximum value in Case 2 was 1.0MW. It canbe estimated that this was caused by the effectsof the compartment by the WS and waterdrop

WS=+L/2

WS=-L/2

250

Case 1Case 2

50
0
-20

-10

0

10

20

Horizontal distance [m] from the center ofthe fire source
Fig.3 Ceiling Temperature
Condition

Fig.4 Radiation receiving calorie
Condition

particles restraining combustion.
4.4 Effects on gas concentration
Fig.6-a and Fig.6-b show the time history of
CO concentration and that of CO2
concentration respectively. The figures show
not only the effects of the decrease in the heatrelease rate on the amount of gas generated but
the gentle reduction of the gas after
extinguishment. It can be thought that this was
so because the gas confined due to thecompartmenting effects gradually flows out.

Fig.5 Heat release rate
Condition

307

Fig.6-a CO gas concentration
Condition

Fig.6-b CO2 gas concentration
Condition

5.

DISCUSSION ON TEMPERATURE AND GAS CONCENTRATIONREDUCTION
The effects of the WS on evacuees and structures were investigated. With consideration to
the effects of the heat isolation caused by the compartment (thermal environment on theoutside of the compartment, thermal environment difference between inside and outside of thecompartment, radiation both on the inside and outside of the compartment) and the effects ofthe gas isolation (gas concentration in the tunnel space) which are exerted on evacuees as wellas with consideration to the heat release rate in the compartment which is exerted on
structures, the reduction ratios were confirmed using the following five methods. (Eachreduction effect is indicated with %.)5.1 Definition of reduction ratio
5.1.1 Reduction effects based on temperature measurements on the outside of thecompartment
As for the heat isolation effects of the compartment (reduction effects for the thermal
environment on the outside of the compartment), the reduction ratio obtained by comparing
the rising temperatures measured at the same positions on the outside of the compartment inboth cases where the WS being activated and not being activated is indicated as equation (1).
Twith WS
Equation 1 1(1)Twithout WS
Where

T: Value for the rise in temperature

5.1.2.Reduction effects based on temperature measurements on the inside and outside of the
WS compartment
As one of the heat isolation effects of the compartment, the reduction ratio obtained by308

comparing rises in temperature both on the inside and outside of the WS compartment at thesame time is indicated as equation (2). The effects obtained under Equation (1), (2) were notseen in the other fire prevention compartments. The effects under these conditions were thesame as the temperature reduction effects in a compartmented fire source space in the case ofa fire in an underground space.
Toutside WS
1(2)
Equation
2
Tinside WS
5.1.3.Reduction effects based on measurements using radiometers
In order to confirm the radiation environment for evacuees and the prevention of a fire fromspreading to combustibles in neighboring compartments, the reduction ratio shown inequation (3) was obtained by comparing the values for the radiation receiving calorie
measured using radiometers installed on the exterior of the openings of the model.
E with WS(3)Equation
1
3
E without WS
Where

E: Value for the rise in radiation receiving calorie [kW/m2]

5.1.4.Reduction effects based on measurements of gas concentration
The concentration of CO and that of CO2 can both have a serious effect on evacuees. It canbe thought that the reduction of gas concentration results in the decrease in the exposure ofevacuees to gas produced by combustion. The reduction ratio obtained by comparing the gas
concentration measured by sampling in the duct is explained using equation (4).
D with WS
1Equation(4)
4
D without WS
Where

D: Value for the rise in gas concentration of CO and CO2

5.1.5.Reduction effects based on heat release rate
The restraint of combustion speed caused by the compartmenting effects of WS is closely
related to the restraint of the maximum temperature at the ceiling and the entire thermal
environment both of which have influences on a structure. The reduction ratio obtained bycomparing the values for the heat release rate measured in a weight measurement carried out
using load cells is indicated as equation (5).
Q with WS
1Equation(5)5
Q without WS
Where Q: Heat release rate [MW]5.2 Reduction ratio of temperature at the same positions outside the WS309

Fig.7 shows the reduction ratio obtainedby applying the results from temperature
measurements to equation (1). The
temperature measurement point was located1.5m away from the WS where there was nodirect effect from the WS. The reason why
the value under condition
was low wasthat the sprayed water was uniformly mixed
with the air in the compartment and the temperature
fell. Under conditions
and, a value
for the reduction ratio in a +direction fromwhich the wind velocity was supplied
became small, but it showed about 80% as awhole.

X=-14m
X=+14mCondition
Fig.7 Temperature reduction ratioon the outside of the compartment
Eq.(1)

X=-14m and -12m
X=+14m and +12m

5.3 Reduction ratio of temperature on
the inside and outside of the WS
Fig.8 shows the reduction ratio obtained
from the results of temperature measurements
carried out on the inside and outside of the
WS using equation (2). In the same manneras that described above, a low value wasshown under condition . The conditionsofandon the air supply side were
eliminated from the analyses. The values
under other conditions were about 80%.
5.4 Reduction ratio of radiation
receiving calorie
Fig.9 shows the radiation ratio obtained
from the results of measurements using
radiometers installed at positions other thanthe WS. Equation (3) was used in this case.
The reduction ratio under the conditions
exceptwas 80~90% and it was shown that
the WS was very effective for the radiation
isolation.
5.5 Reduction of gas concentration
Fig.10 shows the reduction ratio obtained from

310

Condition
Condition
Fig.8 Temperature reduction ratio on theinside and outside of the compartment
Eq.(2)

Radiation A
Radiation B

Condition
Fig.9 Reduction
ratio from radiation
Condition
Radiometer A,B
Eq.(3)
CO concentration
CO2 concentration

Condition
Fig.10 Reduction ratio of
CO, CO2 concentration
Eq.(4)

the results of gas concentration measurements through gas sampling in the duct. Equation (4)was used in this case. The gas concentration showed a reduction ratio of 10~95% as a whole.
was about 40~50%.
The reduction ratio under the standard condition of
5.6 Reduction ratio of heat release rate
Table.4 shows the reduction ratio of the heat release rate obtained from the mass loss
method using equation (5). It is clear that the heat release rate in the case of the water sprayers
being activated was small and that the reduction effect of the WS was great. With regard to
the reduction effect of fuel,Table.4 Reduction ratio of heat release rate Eq.(5)gasoline is more effective thanHeat Release Reduction
n-heptanes. In a range for the
Conduction
Case No.
Rate [MW] Ratio [%]heat release rate from 1.5MW
Case 1
1,519
through to 5MW, a combustion
31.3
Basic
Case
2
1,043
restraint effect of about 30% wasCase 3
1,294
confirmed. Moreover, a tendency
11.9
Fuel
Case
4
1,140
was shown in which the burning
Case 5
1,118
time was extended due to a
8.6
Water spray
Case 6
1,022
decrease in the heat release ratecaused by the compartmenting
effect of the WS.

Heat release

Case 7

4,655

Case 8

3,325

28.6

5.7 Washing out of soot and smoke
Table.5 and Fig.11 show the recovered soot weight and the smoke density in the test site. It
is deduced that there is an overall tendency that in the case of the WS being activated the sootcan be washed out effectively and that the smoke density in the tunnel can be restricted.
Furthermore, it can be thought from the gradual increase in the smoke density that the WS has
the effect of confining the smoke in compartments.

Table.5 Washing out of soot and smoke

Cond Case
ition No.

1
2
9
10

WS

Without
With
Without
With

Maximum
Figures for Figures for the
Estimatedvalue for thewashingcollecting ofWindtotal sootsmoke
Velocityout using a WS sprayedvolumedensity in theductwater in a pan
Test Site[m/sec]
g
g
g
1/m
661
0.075
0.0
554
164
0.028
666
398
0.043
1.4
141
23
0.030

311

6.

CONCLUSIONSAs the result of WS experiments using a 1/2 scale tunnel model with 43.7m for thelongitudinal length, the reduction ratio with regard to both the temperature in the vicinity of
the ceiling and the radiation receiving calorie was shown to be about 80% regardless of any
value for the heat release rate and wind velocity. Under the experiment condition of, thereduction effect of the WS on the gas concentration was about 40% and that on the heatrelease rate for the behavior of the fire source was about 30%. It can be thought that this was
so because the thermal behavior at the outside of the compartment was attenuated and the
combustion was restrained.
Fig.12 shows the reduction ratio of Eq. (1)-Eq. (3) obtained from non-dimensional heatrelease rate. Reduction effect of the WS was about 80%. We installed a dimming smoke
densitometer in the model, but the100
meaningful knowledge was not got.
90
Radiation A
80
Compartmenting is valuable technique
Radiation B
70
for protection method that a power line,
Outside A
60
Outside B
50
a signal line, a emergency facilities, etc,
In/out A
40
necessary for function maintenance at
In/Out B
30
the tunnel fire. When injured people stay
20
10
for a short term, it becomes a necessary0
condition of life support to confine a area
0
0.5
1
1.5
of a high temperature part by
Non-Dimensinal HRR
compartmenting. It is useful to startFig.12 Non-Dimensional HRR-Reduction Ratio

312

plural WS to raise safety of an evacuee.
It can be judged from the points mentioned above that the compartment system using WS
can not only secure the efficiency of a fire prevention compartment but also reduce thethermal effects exerted on structures. It can also be thought that as for the safety of evacuees
as well as for the safety of those engaged in fire fighting activities, a favorable evacuation
environment can be created on the outside of the WS compartment.
ACKNOWLEDGEMENTS
The authors would like to express their thanks for the valuable cooperation given by
Yoshiaki ARAI, Hiroomi SATOH of ERS Corporation, Toshihide TSUJI of Hochiki
Corporation, Hiroshi ISHIDA, Tatsuya HAYASHI and others concerned with the experiments
and analyses.
REFERENCE
1 Reiko Amano et al: ’Fire Disaster Prevention System in Underground Space with Water
Screen’, Proceedings of JAFSE Annual Symposium 2003, pp.224-227
2 Hiroomi Satoh et al: ’Heat Release Rate in a Tunnel with Water Screen’, Proceedings of
JAFSE Annual Symposium 2003, pp.228-231
3 Tatsuya Hayashi et al: ’An Property for Heat Radiation of Water Screen in A Large-Scale
Fire Experiment’, Proceedings of JAFSE Annual Symposium 2001,pp.78-81
4 Hitoshi Kurioka et al, ’Reduction of incident Radiation and Heat Release Rate in a Tunnel
with Water Screen’, Proceedings of the Symposium on Underground Space,
2004,Vol9,pp.59-68.
5 Reiko Amano et al, ’Water Screen Fire Disaster Prevention System’, Proceedings of JAFSE
Annual Symposium 2004,pp.392-395

313

APPLICABILITY OF WATER SCREEN FIRE DISASTER PREVENTIONSYSTEM TO ROAD TUNNELS IN JAPAN
Amano R.
University of Tokyo, Kajima Corporation, Japan
Kurioka H., Kuwana H., Murakami M.,
Kajima Corporation, Japan
Tsuruda T., Suzuki T., Ogawa Y.
National Research Institute of Fire and Disaster, Japan

ABSTRACTWith the enforcement of the Special Measures Act for Public Use of Deep Underground as well aswith ongoing urban renewal, there is a need for fire disaster prevention technology to secure theoccupants’ safety in case of fire breaking-out in any underground space.
In this respect, a fire disaster prevention system using a water screen was developed for potential fires
in underground spaces. This system is aimed at securing the occupants’ integrity from the fire bypartitioning the fire zone using a water screen and also at the safety of a structure by reducing damage
due to the fire. It would correspond to the performance-based-design for providing refuge for theoccupants.
In the paper to be prepared, results obtained from experiments on the characteristics of the water
screen when used as partitioning technology will be described first. Next, the applicability of thiswater screen fire disaster prevention system to road tunnels will be examined.
Keywords: water screen, fire disaster prevention system, tunnel
1. INTRODUCTION
Although Japan has entered days of population decline, the demand for space in urban areas has
greatly increased under the recognition of the importance of improved urban infrastructures. In order
to cope with the decrease in population while maintaining the urban functions within limited areas, itis necessary to further improve the infrastructures of big cities. For that purpose, the Special Measures
Act for Public Use of Deep Underground was enforced with the view of making full use ofunderground spaces and urban reproduction projects for effectively utilizing underground spaces witha depth of 40m or more have been carried forward.
However, it is difficult to take appropriate and prompt measures to meet with a fire breaking out inunderground spaces where routes through which heat, smoke and particles can pass to the outside arelimited.
Large-scale fires which broke out in tunnels such as the Euro Tunnel and the Mont Blanc Tunnel andat a subway station in Taegu city in Korea inflicted severe damage. Due to the fact that these spaces
were enclosed and the supply of air from outside was limited, the occupants took refuge in a direction
to which high temperature smoke spread and eventually big disasters occurred.
In cases where fires break out in tunnels or in underground spaces, it is very important to secure the“safety of structures” by restraining the spread and extension of flames while also cooling structures
to ensure the “safety for evacuation” in order to isolate occupants from heat, smoke and any
poisonous gases generated by a fire and to guide them to safe places.
In cases where fires break out in tunnels or in underground spaces, it is very important to secure the“safety of structures” by restraining the spread and extension of flames while also cooling structures
to ensure the “safety for evacuation” in order to isolate occupants from heat, smoke and any
poisonous gases generated by a fire and to guide them to safe places. Namely, for the purpose ofprotecting lives, it is necessary to keep the temperature and air quality in a range where survival ispossible as well as to secure passageways of refuge for leading occupants from underground spaces
through to the outside spaces. Furthermore, rescue teams must move in close to fire zones in safety.
In the case of a fire breaking out in a tunnel, two different methods are taken into account; one for314

protecting lives throughout the tunnel and the other for protecting them in partially compartmented
spaces. In Japan, a method for compartmenting a fire zone using water spraying equipment installedin road tunnels has been standardized. With regard to deep underground tunnels in big cities, highly
developed monitoring and safety measures for protecting lives from earthquakes, flood damage andterrorist attacks must always be maintained. In this respect, a method for creating compartments while
always maintaining the function for monitoring and safety is required.
A water screen fire disaster prevention system for improving the safety of occupants escaping from afire in order to protect their lives by compartmenting a fire zone using water screens (hereafterreferred to as WS), was developed.
The characteristics of this water screen fire disaster prevention system as well as emergency facilities
of road tunnels in Japan are described below for the purpose of indicating the applicability of this new
fire disaster prevention system to the existing systems in the future.
2. EMERGENCY FACILITIES OF ROAD TUNNELS IN JAPAN2.1. Procession
On the night of July 11,1979, the worst fire accident in Japanese history happened in the Nihonzaka
Tunnel. 170 cars were caught in a fire that broke out in a tunnel with a length of 2045m on the Tomei[Tokyo-Nagoya] Expressway. 7 people were killed in this accident. Furthermore, the interruption of
the Tomei Expressway, which is indispensable for the Japanese economy, inflicted a great economicloss.
Accordingly, the existing conception of the installation of emergency facilities for road tunnels inJapan was put in order to create the road tunnel emergency facilities installation standards in 1981
based on the lessons obtained from this accident. Later on, the standards were partially revised as aresult of investigations carried out through fire tests in actual tunnels. Details of the road tunnel
emergency facilities installation standard and explanations issued by the Japan Road Association in2001 are described below.
2.2. Road tunnel emergency facilities
Road tunnels in Japan are classified into 5 ranks extending from class AA to class D depending upon
the length of tunnels and traffic volume (Figure.1). Standards for the installation of emergency
facilities are determined according to each classification rank. Namely, a scale for the extent ofemergency facilities is decided upon due to the fire occurrence ratio for each tunnel. As for very longtunnels on national high ways classed AA, complete facilities must be installed.
40,000AA

Estimated traffic
volume[cars/day]

20,000
4,000

D
500

500

C

B

A

1,000
3,000
10,000Length of tunnel [m]Figure 1: Road Tunnel Standard

Equipment for notification and alarm, extinguishment equipment, refuge instruction equipment andother pieces of equipment are installed as emergency facilities.
① Equipment for notification and alarmThis equipment is used for notifying road management personnel, fire stations or police stations of
the occurrence of a fire and other accidents in tunnels as well as for informing road users inside andoutside the tunnels. Emergency telephones, push-bottom notification devices and fire detectors are allpart of the notification equipment. Alarm equipment has emergency alarm devices (photo 1).

315

Fire alarm

Pump unit

Deluge valve

FaucetFire hydrant

External faucet

Emergency exit

Emergency telephone
Photo 1: Emergency Facilities

Water Spray Head② Extinguishment equipment
Fire fighting implies initial fire fighting carried out by occupants in tunnels and full-scale fire fighting
by fire-brigades. Extinguishment equipment including fire extinguishers and fire hydrants is installed
assuming initial fire fighting.
③ Refuge instruction equipment
This equipment is used for guiding occupants who have met with a fire or accidents in tunnels forevacuation to the outside in safety.
There are guide sign plates, smoke exhaustion equipment and exit passageways included in the refuge
instruction equipment. The guide sign plate indicates information with regard to distances to exits, thedistances or directions to exit passageways and their locations.
The smoke exhaustion equipment restrains the spread of smoke in order to improve the environment
for evacuation in the case of a fire breaking out in tunnels. It also compulsorily exhausts smoke
permeating the whole tunnel to the outside in order to facilitate fire fighting and rescue・first aid
activities easily. In general, ordinary ventilators are used for smoke exhaustion.
In the case of a longitudinal ventilation system being applied, a wind speed in a one-way traffictunnel is set at 2m/s in order to restrain the spreading of smoke toward the windward side when a fire316

breaks out. Moreover, in a two-way traffic tunnel at the initial evacuation stage just after a fire has
broken out, operation of ventilators is stopped in order to control the spreading of smoke. When firefighting or rescue and first aid activities are carried out, ventilators are activated in order to exhaustsmoke.
Exit passageways are used for guiding occupants in a tunnel to other safe spaces for evacuation.
④ Other pieces of equipment
Other pieces of equipment supplement equipment for notification and alarm, extinguishment
equipment and refuge instruction equipment in order to carry out effective fire fighting.
There are water taps, radiocommunication auxiliary equipment, radio rebroadcast equipment, loudspeaker broadcast equipment, water spraying equipment and monitors as other pieces of equipment.
Water spraying equipment restrains the force of flames by cooling a fire source and its vicinity andsupports fire fighting as well. Specifications of water spraying equipment were determined in 1968
based on the results of fire tests conducted in actual tunnels in 1960s. Since then, the specifications ofwater spraying equipment have been investigated through carrying out several model tests and firetests in actual tunnels.

60‘s

FIRE TESTS IN THE
OFFENEG-TUNNEL(1965)

Specifications of fire
safety facility for road tunnel(1968)
・Specifications of Sprinkler were listed.

70‘sTechnology standards
for road tunnels (1974)

Meaning of fire safety facility's
installation for road tunnel(1972)
・Plan of effect confirmation experiment・Rational disaster prevention measures
・Environmental impact test of Sprinkler

MAJOR ACCIDENT(1979)
Meaning of tunnel design-vol. 3 part 4 Fire safety facility-(1979)80‘sStandards for the
emergency facility (roadtunnels) (1981)

・ Sprinkler's position, interval,and elevation
were listed.

The provisional handling of fire safety
facilities in tunnel(1982)
・Sprinkler elevation and position werechanged.

90‘s
Revision about "Meaning of tunnel
design -vol. 3 part 9- "(1997)
・The water pressure of Sprinkler waschanged.

Figure 2: Progress317

Emergency facilities for road tunnels in Japan have been installed on the basis of the aforementioned
concept since the fire accidents happened in the Nihonzaka Tunnel. However, with regard to water
spraying equipment, it has been pointed out that it may well be that the environment for evacuation
will be deteriorated due to the spreading of smoke in the case of the water spraying equipment being
activated at an early stage of a fire. It can be thought that when deep underground spaces are utilized
in big cities in the future, technology to secure the safety of occupants there is necessary without fail.
3. WATER SCREEN FIRE DISASTER PREVENTION SYSTEM
The water screen fire disaster prevention system was developed as technology for improving thesafety of occupants taking refuge in the case of fires breaking out in tunnels or underground spaces.
This system aims at securing the safety of occupants by compartmenting a fire zone using WS,
restraining the spread of heat and smoke and seizing and washing out poisonous floating particles. It
also can minimize the degree of damage to structures. This system is a technology for creating water
screens by spraying water under high pressure in a hanging bell shape from spiral type water screen
heads (photo 2) arranged in lines in patterns which form compartments.

Radiation ratio log(Ey／Ex) [-]1

Photo 2:Spiral Head

K = 0.34
R2 = 0.947

0.8
0.6
0.4
0.2
0
0

0.5

1

1.5

2

Droplet number n×Dp2 [-]Figure 3: Relationship between mean particle diameter and heat radiation
3.1. Compartmenting using WS
Past studies have resulted in confirming the fact that the smaller a mean particle diameter and theslower a dropping speed for sprayed water under the condition of the same amount of water, thehigher the heat radiation isolation effect (Figure 3). Furthermore, investigations were carried out
under the condition of the mean particle diameter being 100μm or more in order that the waterparticles may not be swept away by fire plumes or be vaporized.
As a result, WS with a mean water particle diameter of about 200μm was developed as a new
method for compartmenting a fire zone which has functions other than just the fire extinguishing
performance of water sprinkling equipment, namely functions for fire prevention compartments andescape equipment. The water particle diameter of the WS is about 1/5 of about 1000μm for the
diameter of a rain particle and the diameter of a water particle from a sprinkler. In this case, thevolume of a water particle sprayed from the WS is about 1/125 of rain or sprinkled water particles
and the number of water particles corresponding to the same volume of water is about 125 times. The
surface area of a water particle from the WS becomes about 1/2, so the total surface area for the same
volume of water reaches 5 times. This new compartmenting method with WS was developed utilizing
the fact that the dropping speed for water particles from the WS decreases and the heat radiation
isolation effect is heightened. Moreover, the water screen can be created by using the effect of waterparticles with a diameter of about 200μm (Figure 4).
This water screen can be formed by the water sprayed at 10L/min from each of the special spiral typeheads in a hanging bell shape with a radius of about 800mm. Moreover, since the water is sprayedfrom each head in an almost horizontal direction under drainage pressure of about 1.0MP, there is no318

vacant space between the ceiling surface and the sprayed water surface.
Sprinkler,Rain drop Water Screen

Water Mist, Fog

0.05～0.1mm

1mm
0.2mm
Moving Speed :FastMoving Speed :Extremely NATURAL

Moving Speed :Slow

Figure 4: Comparison
In cases where a fire breaks out in a tunnel under natural ventilation conditions, with regard to theflow in an axial direction, the flow of high temperature smoke floating toward an exit at the upper
part of the tunnel becomes a function of a heat release rate from the fire source and it agrees with theflow of air moving in the reverse direction at the lower part of the tunnel in the mass flow flux. Whenactuating the WS installed at right angles to the longitudinal direction of a tunnel at fixed intervals,
the density difference at the upper end of the flow becomes small due to a cooling effect of the WS
upon the high temperature smoke layer. Accordingly, the flow stops and the effects of thecompartment such as the decrease in heat radiation are exerted. Compartmenting is based upon theconception that heat and smoke generated by a fire should be confined within a limited area toprevent them from spreading in the whole space. Furthermore, it can be estimated that the water
screen fire disaster prevention system has an effect to restrain the heat release rate due to the decreasein the air flowing in from the outside of the tunnel.
3.2. Characteristics of WS
In order to confirm the compartmenting effect of the WS in a road tunnel, a fire test was carried out(Photo 3) using a ventilation control wind speed (0~3.2m/s) and a gasoline fire source (corresponding
to 8.5MW, 28.5MW) as main variables assuming tunnels of class AA for the Road Standards Type 1.
Radiant heat absorption characteristics as well as heat generation characteristics in the case of acompartmenting length being set at 50m were obtained. This fire test was carried out using a 1/2 scalemodel of a tunnel (Photo 4). Each variable used inTable 1 Coefficient of Reduced Scalethe test was reduced based on the Froude law
Full-Scale
Model-Scale(Table 1). As a result of the test, the following
TypicalLength50m
25m
compartment characteristics of the WS wereWind
velocity
2.0m/sec
1.4m/sec
obtained.
Heat Release Rate
Time
Quantity of WS

Photo 3: Emergency Facilities

8.5MW
28.5MW
14.1min
10Liter/min

1.5MW
5.0MW
10min
56Liter/min

Photo 4: 1/2 Scale Model

319

Photo 5: Interior conditions(Before WS are activated)

Photo 6: Interior conditions(After WS are activated)

Rise in Temperature [deg]

300
250
200
150
100
without WS
with WS

50
0
-20

-15

-10

-5

0

5

10

15

20

Horizontal distance [m] from the fire source
Figure 5: Ceiling Temperature

0 .1

No wind
風無し
WSWnotS 無 used
しVerticalRecordingposition
記録位置：垂 直0 .0 90 .0 7
減光係数Light reduction coefficient

0 .0 80 .0 6

No wind
風無し
WSWusedS有 り

0 .0 50 .0 40 .0 30 .0 2

風 有WS
り usedWind,0 .0 1

WS有 り

0
0

60

120

180

240

300

360

420

480

540

Time時 間 [se c .]Figure 6: Smoke Density in the Test Site

320

600

660

720

① 70~80% for the reduction of heat, 60~80% for smoke and about 15% for poisonous gas (CO)were confirmed respectively.
② The water screen was formed at an inclination of 33°in the case of an actual scale conversion
wind speed being 20m/s (test wind speed: 1.4m/s) and the same compartmenting effect as thatmentioned above was confirmed.
③ A fire zone compartmented by WS can protect the lives of any occupants.
④ Evacuees can easily pass through water screens.
As mentioned above, it was verified that the WS is very effective as a technology for compartmenting
a fire zone when a fire breaks out in tunnels.
3.3. Main Equipment of WS
The main equipment is relatively simple and consists of water supply units such as tanks, highpressure pumps and piping, and water screen spray nozzle heads connected to this as well as
dedicated fire detectors and a control panel. It can easily in existing structures.

Water Screen
System Diagram
Water Screen
Pressure：1.0MPa

Control
RoomFire
Detector
DelugeValve

WS Control
Panel

Pump Room
Pump

Communication
Cable Line
Pipe Line

Pump Control
Panel

Water Source
Figure 7: Main Equipment

4. APPLICABILITY OF THE WS TO ROAD TUNNELS
Up to now, road tunnels have yet to be compartmented in order to avoid traffic conjestion. However,
the applicability of the WS to road tunnels as a compartment technology has been investigated inorder that occupants may take refuge in safety and that fire-fighting・rescue operations may easily be
carried out. This is so because the WS does not obstruct traffic and it also reduces heat and smoke inroad tunnels.
A deep underground tunnel in urban districts is subjected to the investigation this time. A shieldtunnel such as Tokyo wan aqua-line which is a representative underground tunnel structure in Japan
was assumed.
Places of safety are located under floor decks. Air pressure is applied to these places for the purposeof preventing the inflow of heat and smoke from driveways. The basic safety of occupants can be
secured if they take refuge in these places. Therefore, it is important to guide them to places of refuge
in safety from the viewpoint of security of safety for evacuation.
A longitudinal ventilation system was applied to vertical shafts for air ventilation. A tunnel section
area was set at 100m2 or more. Water spraying equipment and WS were arranged at intervals of 5mand 50m respectively. Owing to the fact that in a tunnel the air flows toward a fixed direction due toeffects of ventilation and the movement of vehicles, heat and smoke easily spread on the leeward. In
particular, it is an important subject in tunnels in urban districts which are apt to be crowded with agreat number of vehicles to check the spread of a fire for vehicles as well as to prevent the extension321

of damage caused by heat and smoke flowing on the leeward side.
The steps of procedure for the water screen fire disaster prevention system subjected to theinvestigations this time are as follows:

Occupants take refuge

Fire fighting and rescue operations
Figure 8: View of the system when applied to a road tunnel

Water spray arrangement
水噴霧設備
安全区画
Safe
zone

危険区画
Critical
zone

安全区画
Safe
zone

Space
避難空間

給気加圧
Air
給気
Air supply

Water
screenウォータースクリーン

for

給気加圧
Air

本線

Main roadSpace for
避難空間

Refuge path for

乗客の避難動線

Figure 9: Water screen fire prevention system for road tunnels[Steps of procedure for the water screen fire disaster prevention system]① A fire zone is to be specified after detecting the occurrence of a fire.
② A fire compartment is to be formed by actuating WS so that it can surround the location of the firein order to reduce heat and smoke spreading to other zones.
In the case of a one-way traffic tunnel, the wind speed is controlled at 2m/s. In the case of a two-way
traffic tunnel, the operation of the ventilators is stopped.
③ Occupants move to safe zones (safety zones) on the road surfaces where the effects of heat andsmoke are small after passing through WS from a fire zone. Then, they move to places of safety
located under the road surface going down slopes from fire exits and they take refuge on the outsideof the tunnel.
④ After the occupants have moved to the outside of the fire zone through WS, water spraying
equipment in the fire zone is to be activated for initial fire-fighting in order to cool tunnel structures.
⑤ Fire brigades enter onto road surfaces outside the fire zone going up slopes from places of safety
under the floor decks and move in close to the fire zone. Fire–fighting and rescue operations arecarried out after confirming actual conditions in the fire zone from various sources located on the322

outside of it. It can be taken into account whether to activate ventilators for smoke exhaustion without
using WS depending upon conditions in the fire zone.
The safety of occupants moving to refuge can be improved in accordance with these steps ofprocedure.
5. CONCLUSION
In this paper, application examples of the water screen fire disaster prevention system as a technology
for the compartmenting of road tunnels are described. However, the applicability of this system torailways tunnels, places for doors leading to places of refuge in the case of mountain tunnels andjunctions of two tunnels.
Furthermore, in view of the fact that the time, in which occupants can take refuge in safety, can bequantified as the time for actuating WS, a rational design of a fire disaster prevention system
including specifications of ventilation equipment and fire prevention equipment for the arrangementof places of safety can be made by combining the simulation of occupants’ actions for refuge andboth a 3rd mode heat behavior analysis and a smoke flow analysis.
In the future, development for further improving this system will be carried out.
Acknowledgements:
The authors would like to express their thanks for the valuable cooperation given by Toshihide TSUJI
of Hochiki Corporation, Hiroshi ISHIDA, Tatsuya HAYASHI and others concerned with theexperiments and analyses.
References:
Hayashi T., Tsuji T., Kurioka H., Satoh H.,(2000): An Property for Heat Radiation of Water Screen in
A Large-Scale Fire Experiment;
Amano R., Izushi Y., Kurioka H., Sato H., Kuwana H., Tsuruda T., Ogawa Y., Suzuki T.,(2004):
Water Screen Fire Disaster Prevention System in Underground Space; 6th Asia-Oceania Symposiumon Fire Science and Technology at Daegu on March, 2004 Korea
Amano R., Izushi Y., Kurioka H., Kuwana H., Tsuruda T., Suzuki T., Ogawa Y.,(2004): Water
Screen Fire disaster Prevention System -Characteristics of Water Screen as Partitioning Technology-;
the Third International Symposium on New Technologies for Urban Safety of Mega Cities in Asia at
Agra on October 18-19, 2004 India
Imazeki O., Kurioka H., Oka Y., Takigawa S., Amano R.,(2004): Computational Fluid Dynamics of
Hot Current from a Fire Source near a Tunnel wall; 8th The International Association for Fire Safety
Science Symposium at Beijing on September 18-23,2005 China
Amano R., Kurioka H., Imazeki O.,(2005): Computational Fluid Dynamics Simulation of Thermal
Behavior under Working Water Screens in a Tunnel; the Fourth International Symposium on New
Technologies for Urban Safety of Mega Cities in Asia at Nanyang Technological University on
October 18–19, 2005 Singapore
Amano R., Izushi Y., Kurioka H., Kuwana H., Tsuruda T., Suzuki T., Ogawa Y.,(2006): Prevention
Measures against Fires in Road Tunnels and Water Screen Fire Prevention System; The International
Symposium on Management Systems for Disaster Prevention at Kouchi on March 9-11, 2006 Japan
Kuwana H., Amano R., Kurioka H., Izushi Y., Tsuruda T., Suzuki T., Ogawa Y.,(2006): Effects ofWater Screen system in compartments; 12th International Symposium on Aerodynamics andVentilation of Vehicle Tunnels at Portoroz on July 11-13,2006 Slovenia

323

MAINTENANCE STRATEGY OF HARBOR STRUCTURES IN JAPANBASED ON LIFE-CYCLE MANAGEMENT
Hiroshi Yokota1, Mitsuyasu Iwanami2, Toru Yamaji3 and Ema Kato1

ABSTRACT : Port and harbor structures have to keep structural performance over required levels in
extremely severe marine environments for constituent materials. This can be achieved both with sufficientdurability design and maintenance work based on the concept of life-cycle management. Focusing on areinforced concrete superstructure of open-type wharf, at first, this paper discusses the maintenance strategy for
generally, then put forward some questions about Fick’s diffusion law for prediction of deterioration progress, atlast presents the concepts of life-cycle cost (LCC) and methodologies of rational and efficient maintenance work
based on maintenance strategies formulated in relation to durability design.
KEYWORDS: Life-cycle management, maintenance strategy, harbor structure, prediction.

1. INTRODUCTION
Japan is an island country with long coastlines of about 30000 km. Thus, it is very easy to understandthe importance of harbor and coastal structures there. The life of port and harbor structure is rather
long and a structure designed today must be expected to meet demands during its lifetime that cannot
be foreseen. While many port and harbor structures are newly built every year, a great numbers ofexisting structures require remedial actions including repair, strengthening, upgrading, or renovation.
Marine areas are very severe for structures from the viewpoints, not only of mechanical actions but
also of environmental actions. Materials tend to deteriorate relatively rapidly in marine environments
and loss of structural performance or even structural collapse may be consequences. The mostcommon and costly deterioration mechanism suffered by concrete structures in marine areas ischloride-induced corrosion of reinforcement embedded in concrete. At the initial design of a concrete
structure, designers must have several assumptions, in which probably worst conditions are considered,
so that the structure can keep its structural performance over required levels. Serious deterioration of
concrete members may be caused by insufficient durability design with optimistic assumptions againstmaterials deterioration and by lack of proper maintenance work after construction of the structure.
To meet these facts, strategic maintenance is the only way to be taken in relation to the result of initial
durability design. To realize the strategic maintenance, the comprehensive life-cycle management is
one of the key technologies. The life-cycle management is a series of actions to evaluate the grade of
deterioration and structural performance degradation by inspection, to predict the future progress of
performance degradation, and to propose the alternatives of appropriate remedial action based on lifecycle cost minimization or performance maximization under budget capping. The authors have tried
to establish the life-cycle management system for a reinforced concrete superstructure of open-type
wharf that is one of the most vulnerable structures in ports and harbors. This paper introduces themethodologies of rational and efficient maintenance work based on maintenance strategies formulated
in relation to durability design.
1

LCM Research Center for Coastal Infrastructures, Port and Airport Research Institute, Japan, Dr.Eng.
Structural Mechanics Division, Port and Airport Research Institute, Japan, M.Eng.
3
Materials Division, Port and Airport Research Institute, Japan, M.Eng.
2324

Figure 1. Examples of deterioration on reinforced concrete beams of open-type wharf

Design Standard

Design CodeRegulation
Standard

Maintenance Manual

Lifecycle Management

MaintenanceInstruction andMethodRole, Function,
Activity
Importance ofstructure
Lifecycle cost, Life
scenario

Maintenance
Code

Inspection Guideline

conformity

Regulation
Standard

Repair Manual

conformity

Mainte‐
nance
Plan

DB

Figure 2. Collaboration between durability design and maintenance work

2. MAINTENANCE STRATEGY
It is usually very hard to keep structural performance of a port and harbor concrete structure overrequired levels for the whole service life because it is exposed to marine environments with richchloride ion supply. As shown in Figure 1, chloride-induced corrosion and consequent damage can beoften seen in concrete beams and slabs of open-type wharf. Therefore, sufficient durability design has
to be employed at the initial design stage, in which some kinds of mitigating measures are needed.
One simple measure that anyone can realize is to increase concrete cover, but it seems distant because
a concrete cover of about 200 mm or even larger is required. Instead of taking actions only by meansof durability design, maintenance work during service period should be collaborated to ensure thestructural performance. Figure 2 shows the collaboration system between durability design andmaintenance work before and after construction of structure, respectively. With durability verification
at the design stage and performance assessment at the maintenance work, the structure can keep its
structural performance over the requirements.

325

Initial

Initial

InitialLimit of maintenance
Limit of maintenance
Limit of performance

Limit of performance

Limit ofperformance

In‐service period

In‐service period

In‐service period(a) Strategy I(b) Strategy II(c) Strategy III

Figure 3. Definition of three maintenance strategies

For realizing rational and effective maintenance work, a maintenance strategy should be properly
formulated during the durability design of structure before construction or after regular inspection foralready existing structure. Importance and substitutability of structure and difficulty of maintenancework should be well taken into account for the strategy-making. Figure 3 shows three maintenancestrategies indicating basic concepts of how structural performance will be guaranteed beyond theperformance limit or the maintenance limit. Strategy I is defined that the structural performance isalways kept above the maintenance limit during the design working life. This strategy is realized byuse of highly durable materials and/or preventive measures. Examples of durable materials andmeasures are epoxy-coated reinforcement, highly durable permanent formwork, extremely high quality
concrete such as UFC, etc. Maintenance work in this strategy is not ignorable even serious
deterioration is not expected to occur. Instead, the maintenance is required on the regular-basis
including careful monitoring to avoid unexpected deterioration. Strategy II is defined that evenperformance degradation is expected in the design stage, minor remedial actions are repeatedly applied
before the maintenance limit is reached. In Strategy II, it is necessary to predict the progress ofdeterioration and draw up a maintenance plan based on the result of prediction. Maintenance in thiscategory allows performance degradation due to deterioration at the design stage, but minor remedialaction should be taken as early as possible when deterioration exposes. Strategy III is a kind of
corrective maintenance, in which performance degradation is allowed to occur but major remedialactions may be applied once or twice for performance recovery.
Since an open-type wharf is expected to be highly safe and serviceable during performing cargohandling work, its main performance requirements are safety and serviceability. It is, therefore,
preferable to adopt Strategy I or II for the maintenance of a superstructure of open-type wharf.

3. LIFE-CYCLE MANAGEMENT
3.1 Overall concept
The maintenance work is carried out to assess the present conditions of structure and to quantify thelevel of structural performance. In addition, by predicting future progress of performance degradation,
the most appropriate method of remedial action is chosen for minimizing the life-cycle cost or
maximizing structural performance recovery under budget capping. A general procedure ofmaintenance work is shown in Figure 4, which is based on the life-cycle management (LCM) concept.
The life-cycle management system is composed of the following five main components:
•
•
•

326

Inspection of the present conditions of structural members
Assessment of structural performance
Prediction of future progress of performance degradation

••Proposal of method and timing of remedial action
Decision of action among proposed alternatives

3.2 Judgment of deterioration
Judgment of deterioration is made by a two-step inspection system as shown in Figure 5; namely,
primary inspection and detailed inspection. The state of deterioration is visually evaluated and judged
using the deterioration grade: Grade d to a according to the general grading criteria in the maintenancemanual for port and harbor structures [1]. Grade d refers to a sound condition without any signs ofdeterioration, while Grade a is the most severe deterioration state. For example, the criteria of
judgment for a reinforced concrete superstructure of open-type wharf are summarized in Table 1. For
proper judgment, inspection should be carried at with regular intervals. At the moment, the standard
time interval is set at 2 years.

Maintenance plan
Service period
Usage

Periodic inspection

Input/Reference

DesignEnvironment

Assessment and Prediction

Database

Performance
Input/Reference・Inspection
・Prediction

Present

・Intervention

Time

Service life
Future plan

Method and timing of action

Input/Reference

LCM system

Reduce LCC and realize rational maintenance

Figure 4. Procedure of life-cycle management

Visual inspection

Primary inspection
Inspection andevaluation visuallyfocusing on structuralelements and parts

Visual inspection, NDT, test, etc.

Assessment
Evaluation for an entire
structure

Detailed inspection
Detailed inspection and evaluation
using special techniques

Figure 5. Process of assessment

327

Table 1. Grade of deterioration of wharf superstructure
Item

MethodCracking,delamination,and spalling

Visual inspection
on cracks, surface
appearance etc.

Corrosion ofreinforcement

Visual inspection
on corrosion andrust stain

a
b
c
d
a
b
c
d

Judgment criteria
Widely extended spalling off of concrete cover orcracks of 3 mm or wider
Partially spalling off of concrete cover or many
corrosion cracks
Some corrosion cracks or partial delamination
Nothing observed
Broken reinforcement, directly exposed
reinforcement, or heavy rust stain
Much rust stain
Partially extended rust stain
Nothing observed

Structural capacity(vs design calculation)

2.0

1.5
1.0

0.5

Real member
Specimen

0.0
d

c
b
Grade of deteriorationa

Figure 6. Structural capacity vs. grade of deterioration
When the primary inspection is insufficient to provide proper data for assessment, the detailed
inspection is carried out. The detailed inspection includes visual inspection by well-trained divers forsubmerged parts, measurement with non-destructive or destructive techniques, etc. After the onset of
corrosion of reinforcement, structural performance will be degraded very rapidly. Therefore, material
deterioration should be captured before its appearance on the surface of member. For this purpose,
non-destructive techniques are of use. However, before their application, the effectiveness andaccuracy should be well examined under real environmental conditions.
3.3 Assessment
It is required to quantitatively make overall assessment of a structure from the viewpoint of structural
performance. The visual inspection is only able to provide the change in appearance of structuralmember, but structural performance has to be evaluated as precisely as possible.
The relationship between structural performance (structural capacity) and the grade of deterioration isshown in Figure 6. This figure was obtained by loading tests on reinforced concrete beams preparedfor exposure tests for more than 20 years and extracted slabs from real structures which had been inservice for more than 30 years [2]. When the deterioration grade reaches Grade b, structural328

performance tends to become lower than the design requirement level. These facts are well considered
for the overall assessment from the viewpoint of structural performance.
3.4 Prediction
Since deterioration of a reinforced concrete member is induced and accelerated by chloride ion
provided by sea water, the chloride ion profile inside concrete and the volume loss of reinforcement
are predicted as main indices for durability performance. The calculation theory based on Fick’s
second law of diffusion of chloride ion in concrete has been widely used for the prediction ofdeterioration progress. For simulating the diffusion of chloride ion in concrete with this theory, it isnecessary to quantify four fundamental parameters: threshold value for onset of reinforcement
corrosion; chloride ion content on the surface of concrete, C0; an apparent diffusion coefficient ofchloride ion in concrete, Dap; and the concrete cover depth. C0 represents the environmental condition
around structural members and Dap represents the diffusivity of chloride ion in concrete depending on
the quality of concrete particularly on the type of cement and the water-to-cement ratio.
When the chloride ion content reaches a threshold value at the position of reinforcement, corrosion ofreinforcement will start and progress rapidly. The threshold value for onset of reinforcement corrosionis specified to be 2.0 kg/m3 for a superstructure of open-type wharf. This is based on experimental test
results as shown in Figure 7 [3].
As the progress of deterioration of a structure differs widely by its location because of inhomogeneous
characteristics of materials and diversity of environmental conditions, the proper determination of C0
and Dap is not so easy. An example of wide variations of values C0 and Dap in three reinforced
concrete slabs of about 1.5 m square each of open-type wharf as shown in Figures 8 and 9,
respectively [4]. Though the concrete core specimens were taken out from non-deteriorated parts ofthe slabs, the surface chloride ion concentration and diffusion coefficients widely vary with location.
The maximum differences of measured results between the adjacent points were about 70 % in thesurface chloride ion concentration and more than double in the diffusion coefficient. Therefore, evenin one structural member, variability in chloride ion profiles may appear significantly.
In the practical investigation of existing structures subjected to marine environments, chloride ion
profile of concrete has generally been estimated according to one or a few sampled concrete. However,it seems that such a few numbers of concrete cores may not be representative.

100

Corroded area (%)

80
60

2.0 kg/m3

40
Cover depth
20 mm
40
70

20
0
0

5
10
Chloride ion content (kg/m3)

15

Figure 7. Threshold chloride ion content to initiate rebar corrosion

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StainCrack

Spalling

16.9

10.7
15.716.915.1

11.8

10.7

9.9 10.8

13.5 12.7

9.2 10.5

10.5

15.315.511.0

11.4 12.7

7.1 10.6

8.0

15.1

15.3

7.8 8.0

16.5
15.9 16.8

Delamination

12.3

15.4 6.3

15.3

14.5 8.6

12.8 11.5

13.116.9

11.5

11.5 12.8
13.5
10.6

(unit: kg/m3)

Figure 8. Distribution of surface chloride ion concentration, C0

Crack

Stain

Spalling

Delamination

3.0

3.8 5.9

3.8

2.3 2.0 1.7

3.7 4.6

6.6 3.8

3.2

1.5 1.6 3.6

3.0 2.7

4.8 3.0

4.6

2.9

4.6

3.3 3.2

2.1
1.9 1.8

4.4 2.2

2.8

2.9 2.7

3.5

3.0 6.7

2.3

1.5

3.9 4.8

3.1 3.7

4.6

2.8 1.2

3.4(unit: cm2/year)

Figure 9. Distribution of diffusion coefficient of chloride ion in concrete, Dap
These facts indicate that it is practically rather difficult to accurately predict the progress ofdeterioration and remaining structural capacities by using the diffusion theory. Instead of this, theauthors have tried to investigate the applicability of a calculation model to predicting the progress ofdeterioration by analyzing the variation of visually observed deterioration grades with the Markovian
chain model [5]. This approach is of use to understand the overall tendency of deterioration inconsideration of its variation by the experienced progress of deterioration.
In the model, the state and the transition are main components, and a probability of shifting from acertain state to the next state is expressed by a transition probability, px. The process of application of
the model is shown in Figure 10. The assumptions of the prediction are as follows:
•
•
•
•
•

A structural member belongs to a certain grade of deterioration; that is, Grade d, b, c, or a.
The grade of deterioration shifts to the next grade in a time step with a certain transition
probability, while the other structures remain in the present deterioration grade with the remaining
probability.
These calculations continue step by step during the life span of structure.
At the commencement of calculation, the deterioration grades of all structural members are set at
Grade d.
Grade a is the worst condition; that is, the final stage of deterioration.

330

px

px

px

d

c

b

a

1−px

1−px

1−px

1

Number of members

Figure 10. Markovian model for predicting the deterioration progress

180
160
140
120
100
80
60
40
20
0

Present
Model
PredictiondcbGrade of deteriorationa

Figure 11. Prediction by Markovian chain model

When a transition probability is determined with good accuracy, the overall trend of future
deterioration can be predicted. The transition probability is one of the indices to express the behavior
of deterioration progress affected by environments, materials, and so on. When the years in service ofeach structure were substituted to the number of calculation steps, the most suitable transition
probability was found for members so that the calculated result by the model agreed well with theresult of actual distribution of deterioration Grades.
The example of application is shown in Figure 11. This figure shows collected data from all thestructural members in a specific port, in which the transition probability is obtained through fitting theactual distribution and simulated distribution. Based on the prediction result after 15 years, thenumber of members probably judged as Grade a may increase up to about 3 times. For the applicationof the Markovian chain model to prediction, many data should be collected and accumulated formembers under almost the same environmental and material/structural conditions.

4. LIFE-CYCLE COST ESTIMATION
To determine the maintenance strategy or to consider the appropriate timing and method of remedialaction, estimation of life-cycle cost (LCC) is one of the best indices. LCC is calculated for several
maintenance scenarios among maintenance strategies as mentioned earlier. In the calculation, theinitial cost, maintenance cost including inspection cost, and the cost of planned remedial action are
totaled.

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7Strategy I
Strategy II
Strategy III

Normalized LCC

6
5
4
3
2
1
0

0

10

20

30

40

50

In‐service period (year)
Figure 12. Example of LCC estimation for 50 years

An example of estimated LCC is shown in Figure 12 [6]. In Strategy II, all concrete surfaces of slabs
and beams are coated, and they are re-coated at the end of the life of the coating material (assumed tobe 10 years in this figure). In Strategy III, the timing of repair is deferred as much as possible. Whenthe second half of the acceleration period begins 25 years after the completion of the structure, section
repair and surface coating are carried out extensively for the relatively deteriorated parts of thestructure. It is assumed that the cross sections of 95% of all members are section-repaired. LCC, thus,
calculated is expressed in terms of the ratio to the initial construction cost in the case that a generalreinforced concrete superstructure within Strategy III is constructed. The social discount rate is nottaken into account in the calculation.
At the end of design working life (50 years in this calculation), Strategy I has the smallest LCC evenits initial cost is largest. It should be confirmed here that the more durable structure in construction,
the lower LCC achieved. Since Strategy I is not likely to cause deterioration resulting in performancedegradation and only primary inspection is needed, LCC at 50 years after construction is not
significantly higher than the original construction cost. For the scenario considered in Strategy II, one
option is to carry out coating at the beginning of construction because deterioration of structures
exposed to severe environmental conditions is very fast. It should be noted that this scenario based on
Strategy III shows the largest LCC and the amount of incremental increase in cost is so large thatsingle-year costs are far larger than those for the other two scenarios.
LCC is calculated based on various assumptions, but it provides important information needed formaking decisions about the future direction of maintenance. An advantage of Strategy II is that theaccuracy of the initial deterioration estimation can be checked during the maintenance process so thatthey can be modified to more realistic predictions. Another advantage is that maintenance cost can beequalized more or less because necessary funds can be prepared in advance. Strategy III should be
avoided from the viewpoint of LCC. If neither Strategy I nor Strategy II can be used for some reason,
it is necessary to draw up funding and technical plans in advance. In Strategy III particularly, various
problems may arise with the progress of deterioration, affecting the conditions under which thestructure is to be used. It is, therefore, necessary to determine the best timing for taking measuresthrough regular inspections.
LCC calculated here can be a useful indicator by which an appropriate scenario can be selectedaccording to the determined maintenance strategy. Durability verification results obtainable at thedesign stage, however, have large safety margins because of considerable variability at the design
stage. A deterioration investigation of open-type wharf, for example, showed that in many cases the332corrosion of reinforcement did not occur even when chloride ions accumulate far exceeding thethreshold chloride ion concentration. It is necessary, therefore, to draw up maintenance plans with fullunderstanding of this variability and assumption of deterioration predictions. It is essential to takeproper maintenance measures during the service life of the structure instead of unquestionably
believing the estimates.

5. CONCLUDING REMARKSThe life-cycle management system including prediction of the progress of deterioration was developed
and being implemented for maintenance of port and harbor structures in Japan. After modification of
the original system, the authors expect that rational and effective maintenance is realized so that LCC
reduction and performance maximization can be attained.

6. REFERENCES
[1]
[2]

[3]

[4]

[5]

[6]

Port and Airport Research Institute, “Manual on Maintenance and Rehabilitation of Port andHarbor Facilities”, Coastal Development Institute of Technology, 2007, in Japanese.
Yokota, H., Iwanami, M., Kato, E. and Takahashi, H., “Prediction of Performance Degradationof RC Members Due to Chloride-Induced Deterioration”, Proceedings of the 10th East AsiaPacific Conference on Structural Engineering & Construction (EASEC-10), Bangkok, 2006, pp.
493-498.
Yamaji, T., Mohammed, T. U., Aoyama, T., and Hamada, H., “Effects of Exposure
Environment and Cement Types on Durability of Marine Concrete”, Proceedings of the Japan
Concrete Institute, Vol.23, No.2, 577-582, 2001, in Japanese.
Yokota, H., “Variability in Chloride-Induced Deterioration of Marine Concrete Structures”,
Proceedings of International Seminar on Durability and Lifecycle Evaluation of Concrete
Structures-2006, Higashi-Hiroshima, 2006, pp. 41-50.
Yokota, H., Komure, K., and Takahashi, H., “Lifecycle Management of Concrete Deck by
Markov Model”, Lifetime Engineering of Civil Infrastructure, Edited by Miyamoto, A. et al.,2006, pp. 137-149.
Japan Society of Civil Engineers, “Example of Design Calculations Based on JSCE Standard
Specifications for Concrete Structures”, JSCE Guidelines for Concrete, No.10, 2007.

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災害における情報基盤システムの在り方
Concept of Disaster Intelligence Infrastructure

宮

崎

早

苗＊

Sanae MIYAZAKI

1．は

じ

め

に

近年，多くの新しい情報技術が進展しており，災害分野
でも様々な情報システムが提案あるいは導入されているが，現在この分野で情報基盤システムが有効に活用されている例はまだ少ない．本稿では，災害分野における現状の情報基盤システムの問題点を明確化するとともに，数々の新しい情報基盤システムを災害分野で役立てるための対策について提案する．
2．災害関連の既存の情報基盤システムとその問題点
2.1 既存の情報基盤システム
最近の情報通信技術，情報システム技術は日々急速に進展しており，災害分野においても Fig. 1 に示すように，これらの新しい技術に基づく情報基盤システムが数多く提案
あるいは実用化されている．

ル端末を利用した DMAT 管理システム5）や RFID を活用した患者トラッキングシステム5），インフラにおいては最新のセンシング技術を活用した超高密度リアルタイム地震防災システム6）やリアルタイム橋梁遠隔モニタリングシステ
ム，官においては全国瞬時警報システム7）や地震防災情報
システム8）等，様々な情報基盤システムが整備されつつある．また将来的には，これら情報基盤システムを結合した
防災情報共有プラットフォーム構想9）も内閣府を中心に検討が進められている．
2.2 既存の情報基盤システムの問題点
ところで，災害における情報基盤システムの役割とは一体なんであろうか．筆者は，災害における情報基盤システ
ムの役割とは，災害によって引き起こされる人的・経済的・社会的被害を最小限に抑えるために，平常時・災害時の双方において，効率的・効果的に必要な情報を迅速に収集・分析・加工し，次のアクションにつなげる，またそのアクションの実行をサポートするものであると考えている．
一方，現在世の中に数多く構築された災害関連の情報基盤システムのすべてが有効に活用されているかというと，
YES とはいえない状況にある．筆者が目にしたいくつかのシステムの中には，稼働中のはずであるにもかかわらず，
電源さえ入っていない状態のものや，システムのオペレー

Fig. 1The example of the information infrastructures.

例えば，住民向けには情報家電を活用した IT 自動防災システム1）や携帯 GIS を活用した災害情報配信システム，
学校向けには緊急地震速報を利用した防災教育支援システム2），企業向けには Web やモバイル端末を利用した緊急連絡・安否確認システム3），IPv6 マルチキャストを利用した
緊急地震速報配信システム4），病院向けには Web やモバイ＊

東京大学生産技術研究所

都市基盤安全工学国際研究センター

ション部が災害発生時には人がいない場所に設置してある
もの，稼動はしているが全く災害業務に活用されていない
システム等が少なからずみられた．
このような災害関連の情報基盤システムが有効活用されない原因はいくつか考えられるが，1 つの大きな理由として，他の災害関連の基盤システム，例えば社会基盤システ
ム，医療基盤システムなど，とうまく連携して機能していない，すなわちこの情報基盤システムが災害関連業務プロ
セスに適合していないことが考えられる．
3．活用される情報基盤システムの構築に向けて
3.1

 国の危機管理分野における情報活用の考え方
米－ IntelligenceCycle －筆者は，災害関連の情報基盤システムの在り方を考えるにあたって，米国のインテリジェンス分野（諜報分野）で

51

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59 巻 3 号（2007）
速

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報

用いられている『Intelligence Cycle』10）の考え方が非常に有効であると考えている．この Intelligence Cycle は，危機管理分野における情報収集活動を効率的・効果的に進めるためのもので，Fig. 2 に示すように，下記 5 つのプロセスで構成されている．

合わせて『ユーザ要求』に対する『回答』を作成する．このプロセスで『information』は『intelligence』になる．最後に⑤において，④で作成した『回答』を政策決定者へ伝達する．
この『回答』をベースに政策決定者は具体的なアクションを起こしたり，さらに新たな情報収集を指示したりする．
CIA 等の欧米の機関では，この Intelligence Cycle に基づき，迅速な情報収集，意思決定，行動を可能としている．
3.2 IntelligenceCycle に基づく情報基盤システムの提案
災害関連業務プロセスにおける情報収集や意思決定プロ
セスも全くインテリジェンス活動と同様であると考えられる．しかしながら，現状のわが国の状況をみると，②，③のプロセスで行われる個別の情報収集・加工はある程度機能しているものの，①，④のプロセスが効率的・効果的に機能しておらず，結果として災害関連業務プロセスがうまく回っていないようにみえる．そのため，結果的に災害にFig. 2①②

The example of the intelligence cycle.

Planning and Direction
ユーザ要求に対して，誰が，何を行うかを計画し割り当てるプロセス．
Collection
様々な raw information を収集するプロセス．手段としては，画像（IMINT：IMage INTelligence），傍受（SIGINT：SIGnal INTelligence）， 諜 報（HUMINT：

HUMan IMTelligence）などがある．
③ Processing
集めた様々な raw information が示していることを明確化し basic information として作成するプロセス．
（例：衛星画像（raw information） ⇒ 飛行場が新しく建設された（basic information））④ All source Analysis and Production
様々な手段で集められた様々な basic information を組み合わせ，評価・分析を行うプロセス．このプロ
セスで information は intelligence になる．
⑤ Dissemination
Customer（政策決定者）への Intelligence の伝達プ
ロセス．
まず，政策決定者からのオーダ（ユーザ要求）を①が受け取る．
①では『ユーザ要求』
に対して『回答』を出すために，誰が（どの機関が），そのような情報を，どのような手段で収集するかの詳細な『割り当て』を決定し，それを各機関へ伝達する．
②では各機関が①から受け取った要求に対して，
具体的にどのように情報を収集するかを計画し実行する．
その後，③において収集した生の情報（raw information）
から状況把握のための情報（basic information）に変換する．
さらに各機関で作成された③の情報（basic information）は，④を実施する機関に集約され，ここですべての情報を組みおける情報基盤システムが有効活用されていないと考えている．そこでわが国の災害関連の活動をこの Intelligence
Cycle に当てはめて，そこで必要となる情報基盤システムを構築することを提案する．
そのためには，まず災害関連の業務プロセスの洗い出しを行い，社会基盤システムや医療基盤システム等も含めた
情報基盤システムの運用シナリオを構築する必要がある．
具体的には，平常時や災害発生時に起こりうる様々な状況を洗い出し，それに応じた複数のシナリオに対する災害対
応マニュアルを整備し，その上で，そのマニュアルに沿った活動を円滑に進めるために必要な情報基盤システムはどう在るべきかを分析・検討していく必要があると考えている．
4．ま

と

め

本稿では，数々の新しい情報基盤システムを災害分野で役立てるために，米国のインテリジェンス分野で用いられ10）ている『Intelligence Cycle』の考え方を導入したアプロー
チについて提案した．
今後は，さらにハードおよびソフトの両面から災害における情報基盤システムの在り方に関する検討を進めていく
予定である．
（2007 年 3 月 13 日受理）

参

考

文

献

1) http://home.jeita.or.jp/spp/system.html
2) http://www.real-time.jp/research/lp/lp-07.html
3) http://www.nttdsys.com/anpi/4) http://www.ntt.com/release/2006NEWS/0010/1018.html
5) http://www.nttdata.co.jp/release/2006/082800.html
6) http://www.tokyo-gas.co.jp/safety/antidisaster/emergency.html
7) http://www.fdma.go.jp/neuter/topics/j_alert/index.html
8) http://www.cao.go.jp/kanbou/dis-s.html
9) http://www.kantei.go.jp/jp/singi/it2/cio/kettei/050630saigai_f.pdf10) https://www.cia.gov/cia/ciakids/who_we_are/cycle.shtml

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   
   
 
SANAE MIYAZAKI
ICUS, IIS, The University of Tokyo, JapanNTT DATA Corporation, Japanmiyazaks@iis.u-tokyo.ac.jp
YUJI ISHIKAWA
NTT DATA Corporation, Japan
ishikawayuj@nttdata.co.jp
TAKAHIDE OKUBO
Metropolitan Expressway Company Limited, Japanokubo85@shutoko.jp
KIMIHIKO IZUMITechnology Center of Metropolitan Expressway , Japanizumi@tecmex.or.jp
EIICHI SASAKI
Yokohama National University
esasaki@cvg.ynu.ac.jp
CHITOSHI MIKI
Tokyo Institute of Technology, Japanmiki@cv.titech.ac.jp
ABSTRACTA real-time bridge remote monitoring system for a quick detection of
the damage caused by earthquakes and for a reliable measurement of thedamage caused by its aging was developed. The system is consisted ofvarious sensors, high-speed data transmission networks, and an information
center that produces high-level information associated with the bridgeshealth. A demonstration system was developed on a Metropolitan
expressway in Tokyo, Japan, where many heavy vehicles over regulation
weight passes on. By this system, the reliability and the durability of oursystem was confirmed.

1. INTRODUCTION
Around 40% of Japanese bridges were constructed about 40 years ago, andthey have various kinds of damage known or unknown, serious or nonserious in recent years. Even these old bridges have to be remained inservice with effective maintenance because of a recent review of public

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investments. Both strong earthquakes and the daily use can trigger serious
disasters similar to a Minneapolis bridge collapse on Japanese bridges in a
few years, and also its damage might be very huge especially in mega city
areas. A quick and time-serial reporting of quantitative diagnoses to roadadministrators associated with bridges-health measured using scientificsystems would be extremely important to establish a sustainable city. In thispaper, a concept of our real-time bridge remote monitoring system using
various sensors, such as video cameras and various kinds of fiber-optic
sensors for a quick detection of the damage caused by earthquakes and for areliable measurement of the damage caused by its aging was described. A
demonstration system developed on Metropolitan expressway in Tokyo,
Japan was also introduced.

2. SYSTEM ARCHITECTURE
The advantage of our system is on its ability to monitor the time-serial
condition of bridges automatically from remote locations in real-timewithout electric power supply at the field. Ensuring this, as shown in
Figure 1, our bridge monitoring system is consisted of five subsystems;
sensor subsystem, data transmission subsystem, data analyzing subsystem,
diagnosing subsystem and administration support subsystem. The detail is
as follows.
2.1

Sensor Subsystem

In our monitoring system, various sensors, namely video camera andfiber-optic sensors such as strain gauges, displacement meters,
inclinometers and accelerometers are attached to each bridge as a sensor
subsystem. Figure 2 shows the example of these sensors.
Road
Administrator

BridgeSensorSubsystem

Data
Analyzing
Subsystem

Diagnosing
Subsystem

Administration
SupportSubsystem

Data Transmission Subsystem

Figure 1: System architecture454

New Technologies for Urban Safety of Mega Cities in Asia

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ICUS Report 27

FBG displacement meter

FBG inclinometer

FBG accelerometer

BOTDR displacement meter

FBG strain gaugeVideo camera

Figure 2: Example of sensors
2.2

Data Transmission Subsystem

The data measured by the sensor subsystem is automaticallytransmitted to the data analyzing subsystem using the data transmission
subsystem. We can choose the data transmission technology, e.g. theInternet, fiber-optic communication, wireless communication, etc.,
appropriately to the needs of a road administrator according to its reliability,
capacity, cost, etc.
2.3

Data Analyzing Subsystem

The data transmitted from the sensor subsystem using the datatransmission subsystem is stored in the database, and then various
calculations and analyses are automatically done using the data analyzing
subsystem.
2.4

Diagnosing Subsystem

As a next step, the diagnosing subsystem generates the gap
information between the measurement data and the pre-known normal datausing the output of the data analyzing subsystem. The gap information isrepresented in three ranks, namely “large”, “small” and “non”.
2.5

Administration Support Subsystem

The administration support subsystem visually provides theinformation generated by the data analyzing subsystem and the diagnosing
subsystem to support road administrators for the decision of their next
actions, etc.

Automatic And Real-Time Bridge Health Monitoring For Heavy Traffic Routes

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3. FEASIBILITY STUDY ON HEAVY TRAFIC ROUTESAs a feasibility study, a demonstration system was developed on
Metropolitan expressway, which consists mostly of bridges, in Tokyo, Japan.
The reliability and the durability of the system was also examined.
3.1

Overview of our demonstration system

Figure 3 shows a geographical location of our demonstration system.
The detail of our test site and our system are as follows.
3.1.1 Test site characteristics
Our test site is Komazawa and Sangen-jaya on the route No.3 ofMetropolitan expressway that is one of the heaviest traffic routes in Tokyo
Metropolitan City, where many heavy vehicles over regulation weightpasses on. The route No.3 of Metropolitan expressway, which wholly
consists of bridges, was constructed in the middle of 1960’s, and about
110,000 vehicles, including 30% heavy vehicles, pass through this route perday; namely 50,000 vehicles go toward the metropolitan core, and 60,000
vehicles go away from the metropolitan core. Therefore, both aging damage
and daily damage caused by the traffic are extremely serious in our test site,and practically various maintenance is enforced on the route perpetually.
3.1.2 System configuration
Our demonstration system is consisted by five parts in accordancewith our system architecture described in Section 2. As shown in Figure 3
and 4, the sensor subsystem is set between Komazawa and Ikejiri on theroute No.3 of Metropolitan expressway. We use twenty-four FBG
displacement meters, eight BOTDR displacement meters, eight FBG
inclinometers, twelve FBG strain gauges, four FBG accelerometers and two
FBG heat gauges for our measurement. The data measured using thesesensors is collected at Ikejiri local station located 1.8 km away from
Komazawa (and 5 km dummy fiber is added for our experiment), and istransmitted to the data analyzing subsystem in our information center
located at Otemachi IDC by using the data transmission subsystem; here weuse a fiber optic communication network provided by NTT, and then thedata is calculated and analyzed for generating measurement data anddiagnosis information using the data analyzing subsystem and the
diagnosing subsystem, respectively. After that, measurement data anddiagnosis information are transmitted to the administration support
subsystem located at the road administrator’s office, Toranomon by using asimilar data transmission subsystem, and then they are visually provided to
the road administrators for supporting their decision making.

456

New Technologies for Urban Safety of Mega Cities in Asia

339

ICUS Report 27

Sensors on bridges
Information Center

FBG displacement meter
Analysis server

FBG inclinometer

Data storage

Fiber optic communication network
FBG accelerometer
BOTDR displacement meter

Admin
OfficeFBG strain gauge

PositionVideo camera

Heavy Vehicle traffic

Road map (c) Metropolitan Expressway Company Limited

Figure 3: Geographical location of our demonstration system
Local Station
Ikejiri

Information Center
Otemachi IDC

Admin OfficeTranomon

Bridges
information

data
SensorCameraSensor subsystem

Data analyzing subsystem
Diagnosing subsystem

Admin support subsystem

Figure 4: Data and information flow
Disaster Management

Maintenance Management

Fatigue Estimation

Quick damage detection

Early damage detection

Continuous traffic detection

inclinometer

accelerometer

inclinometer

accelerometer

main girders andpiers angularity

vibration

main girders andpiers angularity

vibration

video camera

vehicle images

displacement meter

displacement meter

main girders gap

main girders gap

Damage level

Long-term data change

strain gauge

main girders stress
Accumulative traffic

GeographicalGeographicalRepresentation
Representation

Figure 5: Output information

Automatic And Real-Time Bridge Health Monitoring For Heavy Traffic Routes

340

457

December 2007, Dhaka, Bangladesh

3.1.3 Measurement items
Figure 5 shows the data and information provided by ourdemonstration system corresponding to each sensor. As shown in figure 5,
we provide them for three purposes, namely the disaster management, themaintenance management and the fatigue estimation, that are indispensable
to the bridge management. Only one sensor system is required both for thedisaster management and the maintenance management.
3.2

Data and information provision

In this section, some examples of measurement data and diagnosis
information provided to the road administrators in our demonstration system
are introduced.
3.2.1 Measurement data provision
Figure 6(a) shows the display representation of measurement data. It
is updated corresponding to data collecting cycle, namely 1Hz for FBG
displacement meters, every thirty minutes for BOTDR displacement metersand 125Hz for the other sensors. Figure 6(b) shows a result of a real-time
detection of heavy vehicles passing thorough our test site, and a histogramof its passing-vehicle number corresponding to its weight levels. These data
can be redrawn if only they specify the date and time that they are interestedin.
3.2.2 Diagnosis information provision
Figure 6(c) shows the display representation of diagnosis information.
It is shown on a 2D geographical map using different colors corresponding
to each gap level, namely “large”, “small” or “non”.
Real-time Measurement
Heavy vehicle detection

P-420 FBG displacement (upper)

real-time monitoring system
real-time
input date
yymmddtime[s]P-420 FBG displacement (lower)
shibuyahhmmss

OK

P-415
P-417

Main girders position

P-419

Heavy vehicle traffic (statistics)
P-421

P-420

P-415

gap : -1.4mm[tf]
70 60 - 69
50 - 59
40 - 49
30 - 39
20 - 29
0 - 19time[s]Main girder gaps

P-417

gap : -3.2mm
Septembertime[s](a) Measurement data458(b) Heavy vehicle detection

New Technologies for Urban Safety of Mega Cities in Asia

341

ICUS Report 27

S2
S5

Disaster

S1

main girder gap
C2

vibration
Maintenance

6

5

C1

7

4

vibration

6

Y
3

2

C2

9
1

11

K1

K2

K5

P-422
B

P-421

K3

P-420

P-418

Yoga
P-419

P-417

P-416
Shibuya
P-415

END(c) Example of the diagnoses information

Figure 6: Display representation of the administration support system

4.

CONCLUSIONS

We introduce a concept of our real-time bridge remote monitoring systemusing various sensors for a quick detection of the damage caused byearthquakes and for a reliable measurement of the damage caused by its
aging, and also introduce a demonstration system developed on
Metropolitan expressway in Tokyo, Japan, for our feasibility study. The
system has been in operation since March 2007 without any trouble andfailure. In the next step of our research, we will try to establish thereliability and the durability of our system, and to estimate a costeffectiveness for the road administration.
ACKNOWLEDGEMENT
The authors acknowledge to the reviewer for necessary corrections andcomments for improving the quality of the paper.

Automatic And Real-Time Bridge Health Monitoring For Heavy Traffic Routes

342

459

C. MOU

調印日

協定側

代表者

国名

期間

Bangladesh

2007.8Thailand

5年

日本

5年

Korea

5年

Bangladesh Network Office For Urban Safety (BNUS)
2006.6.14

At Department of Civil Engineering,

Head

Bangladesh University of Engineering & Technology

Md. Mazharul Hoque(BUET)
2006.10.18

2007.2.5

Sirindhorn International Institute of Technology

DirectorThammasat University

Sawasd Tantaratana

芝浦工業大学工学部 建設系土木工学科

学科主任
岩倉 成志

Global U-City Construction & Informaiton (Gucci)
2007.2.22

Hub Department of Civil Engineering (BK21)

Director

Han Yang University

Byung-Wan Jo

Department of Construction Engineering,
2007．3.6

National Kaohsiung First University of Science andTechnology

2007.6.29

ChairmanChineseTai-Ping Chang

TaipeiCenter for Public Safety Research, Tsinghua

Director

University

Weicheng Fan

5年

People’sRepublic of
China

Bangladesh Network Office For Urban Safety (BNUS)
2007.7.10

At Department of Civil Engineering,

Head

(継続)

Bangladesh University of Engineering & Technology

Md. Mazharul Hoque

Bangladesh

2009.3Thailand2009.3(BUET)
2007.12.9

School of Civil Engineering,

Dean

(継続)

Asian Insititute of Technology

Worsak Kanok-Nukulchai

School of Applied Sciences and Engineering

Head

Monash University, Gippsland Campus

Samuel B. Adeloju

2008. 3.18

Australia

343

344

345

346

347

348

D. 新聞への掲載記事および記者会見年月日

形式

2008 年 10 月号

雑誌掲載

掲載紙

タイトル

被掲載者

NHK 出版 住まい自分流 DIY「我が災害イマジネーションを高めることが一

目黒公郎

家を守る！」防犯・防災徹底ガイド

番の防災

教授

日経サイエンス

地震から命を守るには

目黒公郎
2008 年 10 月号

雑誌掲載

教授
地震防災上の最重要課題である既存
2008 年 9 月号

雑誌掲載

新都市 Vol.62 No.9 2008

目黒公郎

不適格建物の耐震補強を推進するた
教授
めの環境整備ｱｰｽ工房（新建新聞社） 緊急地震
平成 21 年度版

雑誌掲載

目黒公郎
緊急地震速報の「真の高度利用」

速報ｽｰﾊﾟｰｶﾞｲﾄﾞ

教授
目黒公郎

2008.09.01

新聞報道

日刊工業新聞まずは転倒・落下防止から教授
目黒公郎

2008.09.01

新聞報道

日刊工業新聞途上国普及へ制度づくりも教授

2008.08.30

雑誌掲載

大地震時に効果的な救急医療を実施

目黒公郎

するために

教授

「医学のあゆみ」Vol.226 No.9

目黒公郎
2008.07.25

雑誌掲載

新宿区議会だより間違いだらけの地震対策教授
目黒公郎

2008.07.20

新聞報道

静岡新聞

災害想像力が不可欠教授
目黒公郎

2008.10.14

雑誌掲載

芝浦工業大学 BULLETIN

目黒巻
教授
目黒公郎

2008.07.01

新聞報道

熊本日日新聞公助、共助、自助で補強を教授
目黒公郎

2008.06.28

新聞報道

河北新聞

自助、共助、公助
教授
目黒公郎

2008.06.26

新聞報道

高知新聞

耐震化推進の仕組み必要
教授
目黒公郎

2008.06.19

新聞報道

福井新聞

耐震化＋補償 新たな減災ｼｽﾃﾑを教授
目黒公郎

2008.06.18

新聞報道

神戸新聞

自助、共助、公助
教授

349

目黒公郎
2008.06.16

新聞報道

徳島新聞

公助、共助、自助で補強を教授
目黒公郎

2008.06.10

新聞報道

山陽新聞

公助、共助、自助で補強を教授
中国四川地震、二つの活断層 連動

目黒公郎

か◇「日本も耐震補強が急務」 東大
2008.05.16

ＴＶ

NHK
生産技術研究所教授の目黒公郎さん

教授の話
中国四川地震、二つの活断層 連動

目黒公郎

か◇「日本も耐震補強が急務」 東大
2008.05.16

新聞報道

朝日新聞
生産技術研究所教授の目黒公郎さん

教授

の話
目黒公郎
2008.02.21

新聞報道

読売新聞

期待の緊急地震速報教授

2007.10.22

新聞報道

闘論 被災者の住宅支援 耐震改修

目黒公郎

促す施策を

教授

毎日新聞

目黒公郎
2007.10.20

新聞報道

神奈川新聞

間違いだらけの地震対策教授

2007.10.02

2007.10.01

2007.09.15

新聞報道

ＴＶ

新聞報道

緊急地震速報 1 日から開始 有益な情

目黒公郎

報、使い方次第教授

特ダネ：緊急地震速報について、目黒

目黒公郎

巻

教授

【暮らし】幼児を災害から守る 緊急地

目黒公郎

震速報を有効に教授

東京大学新聞

フジテレビ

中日新聞

減災 暮らしをつなぐ
2007.09.01

新聞報道

読売新聞

（５） 緊急速

目黒公郎

報 認知度は３３％ 本格導入控え 怖
教授
い過剰反応
目黒公郎

2007.08.30

ＴＶ

中京テレビ

特番：緊急地震速報について教授
目黒公郎

2007.08.28

ラジオ

ドイツ国営ラジオ

緊急地震速報について教授

2007.07.21

ＴＶ

ゲストコメンテータ：新潟県中越沖地震

目黒公郎の被害と教訓

教授

ＮＨＫ

目黒公郎
2007.07.18

新聞報道

毎日新聞

進まない耐震補強
教授

350

目黒公郎
2007.07.17

ＴＶ

フジテレビ

新潟県中越沖地震ニュース
教授
目黒公郎

2007.07.11

新聞報道

生活産業新聞防災を語る：欠かせない当事者意識
教授
目黒公郎

2007.03.24

ＴＶ

NHK

サイエンスゼロ 研究紹介
教授
基調講演――目黒 公郎（東京大学生

2007.02.17

新聞報道

防災情報新聞目黒公郎

産技術研究所・教授） 「緊急地震速報
教授の一般利用への課題」より

2007.02.09

2007.01.24

新聞報道

新聞報道

耐震補強推進のために 東京大学目

目黒公郎

黒教授講演

教授

命救うには何より耐震補強 意識改め

目黒公郎

高知新聞

和歌山新報

改修推進を 目黒東大教授が必要性
教授
を訴える
目黒公郎

2007.01.24

ＴＶ

NHK

災害情報ー見附市の実証実験
教授

2007.01.19

2007.01.18

2007.01.17

新聞報道

新聞報道

新聞報道

人脈記：震度 7 からの伝言⑪人々に物

目黒公郎を、街に光を教授

人脈記：震度 7 からの伝言⑩建物崩

目黒公郎

壊、特撮に衝撃教授

川崎市が新システム 地震直前消防

目黒公郎

署に警報

教授

朝日新聞

朝日新聞

神奈川新聞

目黒公郎
2007.01.17

新聞報道

毎日新聞

緊急地震速報 消防車両にも配信
教授
目黒公郎

2007.01.17

新聞報道

朝日新聞

「地震！」緊急速報で備え
教授

2007.01.17

2007.01.15

新聞報道

新聞報道

緊急地震速報 川崎市、消防に活用

目黒公郎

全署・車両に自動伝達

教授

東海地震に備える「静岡特集」 室内

目黒公郎

日経新聞

中日新聞株式会社の危険度 シミュレーション 吹っ飛ぶ教授
テレビ 倒れる家具

2006.10.11

ＴＶ

首都圏ネットワーク「首都圏・災害に備目黒公郎

える～マンガで学ぶ防災」

教授

NHK

目黒公郎
2006.09.26

ＴＶ

NHK

プライスの謎
教授351

報道 2001」：大地震発生への備えを徹2006.08.27

ＴＶ

フジテレビ

目黒公郎

底検証。 「緊急地震速報」とは何なの教授か？

2006.06.02

2006.05.30

新聞報道

新聞報道

ジ ャ ワ 地震 下 敷 き死 農 村 に 集中

目黒公郎

れんが積み構造原因か

教授

高価木材買えない。知恵や経験支援

目黒公郎

朝日新聞

東京新聞

を 貧困層直撃 政府施策も不十分
教授
荷造りひもで補強可能

2006.05.29

新聞報道

社説：ジャワ地震 津波の傷も癒えぬ

目黒公郎

のに

教授

朝日新聞

目黒公郎
2006.05.11

新聞報道

The Daily Yomiuri

Packing tape offers quake protection
教授
荷造りテープで耐震補強東大教授開2006.05.09

新聞報道

読売新聞

目黒公郎

発 JICA 海外普及目指す パキスタン
教授
などで実施
目黒公郎

2006.04.17

新聞報道

朝日新聞

新防災力、生き残るために教授

2006.04.08

2006.04.08

新聞報道

ＴＶ

「PP-バンド耐震補強法、ムザファラバ

目黒公郎ードでデモンストレーション」

教授

おはようにっぽん 「PP-バンド耐震補

目黒公郎

パキスタン地元新聞

NHK

強法、パキスタン地震被災地でデモン
教授
ストレーション」
目黒公郎

2006.04.06

新聞報道

朝日新聞

日本の智慧、復興に一役に感服
教授
目黒公郎

2006.03.21

新聞報道

東京新聞

防災教育 幼稚園も教授
目黒公郎

2006.03.21

新聞報道

日本経済新聞・朝刊

大地震 死んではいけない！
教授
I'll be fine: Eleven years after the 'Imiya

目黒公郎

memo' showed most of the Kobe quake
victims killed by badly constructed2006.01.27

新聞報道

The Asahi Shinmbun
house ， apathy remains the biggest
obstacle to quakeproofing the naｔion's
11.5 million unsafe homes.

352

教授

危ない！ ２００６ニッポン、地震被害
2006.01.17

新聞報道

東京新聞

目黒公郎
軽減へ進む研究教授

2006.01.16

ＴＶ

日本テレビ

地震防災のあり方

目黒公郎
教授

クローズアップ現代 「大丈夫ですか？
2006.01.16

ＴＶ

NHK

あなたの家 ～木造住宅・進まぬ耐震

目黒公郎

化～」
教授
「災害と社会 なぜ備えないのか」進ま
2006.01.15

新聞報道

朝日新聞

目黒公郎
ぬ耐震化 想像欠き「私は安全」
教授
レンガの家に荷造りヒモ 震度 5 強に2006.01.13

新聞報道

朝日新聞

目黒公郎
耐えた
教授
関西クローズアップ 「耐震化 あなた

2006.01.13

ＴＶ

NHK 神戸目黒公郎の家は安全？」
教授

2006.01.09

ＴＶ

テレビ東京

迫り来る巨大地震！？

目黒公郎
教授

2006.01.06

新聞報道

ロイター通信

世界の防災への日本の貢献

目黒公郎

353

354

355

356

357

E. ICUS ߩ੍▚ౝ⸶(2006-2008)
2006 ᐕᐲ

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䈠 䈱 ઁ

358

ICUS NEWSLETTER
International Center for Urban Safety Engineering

Institute of Industrial Science
The University of Tokyo

VOLUME 6 NUMBER 1
APRIL-JUNE 2006

International Center for
Urban Safety Engineering

COMMUNICATING RISKS TO THE PUBLIC
By
Toshiko KIKKAWA*
WHAT IS RISKCOMMUNICATION?
Definitions of risk and risk
communication
Although there are somevariants of the definition of risk andrisk communication, the mostaccepted one was given by the
National Research Council in the
United States which is a part of the
National Academies providing
science, technology and healthpolicy advice under a congressional

charter. In its epoch-making reporton risk communication, it is statedthat “an act or phenomenon is said
to pose a hazard when it has thepotential to produce harm or other
undesirable consequences to someperson or thing” and that “theconcept of risk further quantifies
hazards by attaching the probabilityof being realized to each level ofpotential harm.” In short, risk can
be def ined as a probability ofhazard occurrence.
The report def ined risk

communication as: “an interactive
process of exchange of informationand opinion among individuals,
groups, and institutions. It involves
multiple messages about the nature ofrisk and other messages, not strictly
about risk, that express concerns,
opinions, reactions to risk messageso r t o l eg a l a n d i n s t i t u t i o n a larrangements to risk management.”
The emphasis of the definition iso n t h e i n t e r a c t ive p r o c e s s o fcommunication among interested
parties. Risk communication is not aone-way message that delivers theresults of scientific risk assessments
and the political decisions based on
the assessments from risk experts to
the general public. The risk experts,
e.g. scientists, governmental officials,
or business persons, are those whohave more and detailed information
about risks.

Risk communication failure: Warnings about tobacco
related health problems are hidden behind price tags

359

page 2
The figure on this page gives agraphical representation of risk
communication. Risk messages aredelivered from risk experts to interested
people and concerns, opinions, orreactions to risk messages or to risk
management are delivered frominterested people to risk experts.
In the past, only risk experts could
have access to the information andwere assumed to make appropriate
decisions based on reasonable
evidence. This meant, on the contrary,that the general public had little accessto information and was excluded fromdecision-making.
Historical background of risk
communication
The word “risk communication” isa relatively new concept in the field ofrisk management. It has emerged anddrawn attention since late 70’s or early
80’s. The reasons for this might bethree: the increase in risk problems,changes in nature of risks, and rises inconcerns for people’s rights to know
and participate in democratic societies.
The former two deal with risks
themselves and the last one deals witha social aspect.
Firstly, risk problems haveincreased. Fair examples of this areenvironmental pollution and infectious
diseases. Environmental pollution has
been increasing presumably becauseof the urbanization and population
growth. The spreading of infectious
diseases such as AIDS has also
become a serious problem partly
because of the development oftransportation systems that enable aworld-wide interaction of people. The
increase of risk problems would imply
that risks are ubiquitous in our society.
Therefore, for people who want toavoid these increasing risks as much as
possible, information concerning themhas become more important than everbefore.
Secondly, the nature of risks haschanged, thus the importance of risk
communication has increased. Even
exper ts may sometimes f inddifficulties in assessing risks because
either the hazard or the risk
probability is uncertain or both ofthem are uncer tain. The word
“uncertain” implies that certain
substances may have adverse effects

ICUS Newsletter Vol. 6, No. 1

360

Risk Communicationin the long run, but currently, tools for a position that seemed to support themeasuring risks are not well beef industry rather than admitting to,developed or there is little or no and informing about, the risk, however
available data. Risks can also be said small it might be. This bureaucratic
to be uncertain in case that there are mismanagement finally led to thedisputes among experts about how to overnight collapse of the British beefinterpret the data or estimate the market after the official recognition.
Beef consumption across the European
probability.
Let me take some examples. Union dropped 11% in 1996, and the
Natural hazards such as earthquakes EU spent 2.8 billion US dollars inor volcanic eruptions will cause subsidies alone for the beef industry.
catastrophic consequences but the The U.K. cost is estimated over 4
probabilities of such natural hazards billion pounds.
In addition, there are social costs
can not be exactly estimated. They
may occur once in every fifty years, or which are slower and more difficult toperhaps more or less frequently. account for than economic ones. The
Bovine Spongiform Encephalopathy examples of them are management(BSE), commonly known as mad cow distrust, collapse of farmers’ lives, anddisease, is another example whose so on. Although risk experts, especiallyconsequence is cr uel but its business persons and governmental
officials, often focus only on short term
pathogenic probability is still unclear.
The vague nature of these risks economic cost, it might be wiser tomakes risk communication more approach these risk situations from adifficult and thus sometimes leads to wider perspective, including social
inappropriate political decisions of aspects. Risk communication is one ofrisk experts. For example, in case of the promising approaches for dealing
the Minamata disease in Japan, where with such situations as it requires aserious mercury poisoning was caused long-range perspective of scientific,
by eating contaminated fish, victims economic, and social risk management.
Lastly, there has been increasing
were left unattended during the
dispute on the cause of the symptom concern on the peoples’ rights to know
among medical professionals and and participate in political decisiongovernmental officials. The situation making in democratic societies. As the
became more serious during the former has been widely recognized,
dispute and the resulting inaction cost people are more carefully scrutinizing
the political process as to whether
dearly in the long run.
The BSE crisis in the United information is censored or not.
Kingdom is another example of failure Furthermore, they ask to participate inin risk communication, which led to the decision-making process from themismanagement. The first discovery of very beginning stage of the planning,the disease in British cattle was in something they had never been
1986. However, it was not until 1996 involved in before. If risk experts suchthat the British Government officially as governmental officials and businessrecognized the link between a new persons ignore this desire, serious andvariant of Creutzfeld-Jakob disease and persistent resistance that can not be
the consumption of beef from cattle resolved in the short term is likely. To
with BSE. During this inaction period, avoid such hopeless confusion infrom the perspective of risk advance, it might be better to build acommunication, the Government took system for public participation.

page 3
Examples of them are ‘public
involvement’ or ‘public counseling’plans which are realized and, in somecases, institutionalized in the US,
Europe, Japan, and so on.
Misconceptions about risk
communication
At the very beginning when theconcept of risk communication was
proposed, it might have been thoughtof as a tool for communicating theresults of scientific risk assessments tolay persons. It was sometimes used asa tool to persuade laypersons to accept
risks.
However, there can be an inherent
flaw in this assumption. Risk experts are
sometimes wrong in the sense that they
underestimate risks. Unfortunately,some risks are found to be higher thantheir estimation as in the above
mentioned BSE case. The problem isthat they often wish to persuade lay
persons to accept these risks as being
so low as to be negligible. Thissituation may prove to be not only
wrong, but also disastrous. The tragic
consequence of the negligence ended
with huge loss of lives, as in the casesof HIV-contaminated blood,
September 11 terrorism, and so on.
Governmental officials might havereceived some underestimatedforewarnings and the number ofvictims increased as a result of theunderestimation.
Furthermore, there is conflict
between risk experts and the public
when the officials are slow to react tothe increasing public concerns andinterpret these as public overreaction.
The possible result of the conflict may
be that the risk exper ts areundermined.
Let me again take the case of BSE.
For nearly 10 years, the British
government insisted there was no risk,or the risk was so small that it could be
neglected. The persuasion might havebeen effective at first, but slowly lostits effectiveness as contradictory data
prevailed. At the end of this story, itachieved adverse effects on theattitudes of people and the society.
Once tr ust in management is
destroyed, it becomes difficult to
inform people even if the informationis true the subsequent time. Destroying
trust is easy, but rebuilding it needs a

Settings of Risk Communicationceaseless and tremendous effort. It by showing, for example, a dramaticmight be easier to disclose information f ilm of victims, and thenand properly inform people from the recommending taking protective
very beginning rather than to make a, measures.
long, huge communication effort
afterwards.
Risk communication
Risk communication is a trust- of th e pu blic debatebuilding process in the ideal andIn the public debate setting, many
practical sense. It requires disclosure interested parties will try to reach aof communication among interested consensus through many paths ofparties in democratic societies and it communication. In this setting, risk
really works as a kind of ‘insurance’ communication requires all thefor the future as well.
interested parties to participate in thedecision-making from the very
SETTINGS OF RISK
beginning of the process.
COMMUNICATION
It is unfortunate but possible, that,R i s k c o m m u n i c a t i o n even if being properly informed of riskso f p erson al ch oiceand having thoroughly discussed them,
The National Research Council people involved may not reach adistinguished two types of risk consensus. This is partially because
communication settings: personal people have their own values andchoice and public debate.
cultures to which they adhere.
The figure on this page gives thetypology of risk communication Towa rd a s u c c e s s f u l r i s ksettings. Examples of personal choice communication
setting are risk communication of
To make risk communication
consumer products, health problems, successful, two crucial factors, that is,and disasters. Examples of the public disclosure of information anddebate setting are risk communication transparency should be guaranteed inof nuclear energy, genetically modified the decision-making process.
food, environmental problems, etc.
Firstly, disclosing all information
In the personal choice setting, a regarding risks to the public increases
person is informed of risks and, whether the probability that additional risks or
he/she will accept the risks is flaws in management approaches are
determined by his/her own choice. It is found. As the number of people who are
known that one of the biggest problems involved increases, there might be moreof personal choice setting is that people chances to find previously unidentified
underestimate risks and are reluctant to risks. It can be an efficient way of
avoid risks, although being fully detecting risks.
informed of them. This psychological
Secondly, the whole process oftendency is called ‘unrealistic decision-making is recorded and opened
optimism.’ Because of this tendency, to the public. It can be reviewed andmore continuous and truthful alternative decisions be taken when it
communication efforts are necessary to becomes clear that the first decision
let people know and avoid risks.
proved to be wrong. This situation is
One solution to this problem is to possible merely because of timeplan educational programs to properly constraints in the first decision-making
inform about risks using some process or because new scientificpersuasive techniques. An example of evidence is found and added.
them is fear-arousing appeal, whichcauses a strong emotional state of fear *Associate Professor, Keio University

ICUS Newsletter Vol. 6, No. 1361

page 4

Elementary school students discover the value of their town
From April to May of this year,
sixth grade students from Uehara
Elementary School, located close to
ICUS, have been exploring Uehara
town under the guidance of university
students mainly from Muramatsulaboratory, IIS. The title of this special
project is "We are the town explorers"
and has been carried out from the lastyear under the initiative of
Muramatsu Laboratory based on thepremise that it is necessary to startteaching early the importance ofpreserving our urban cultural
heritage, resources, etc.
The participants were divided inseven groups of five to six students

each of them with one university
student leader. Each group chose one
topic suggested by the leader, andexplored the neighborhood looking
for it. I was the leader of Team Red
and decided to search for the “townguardians” or elements that take careof several town aspects such as safety,
beauty, convenience, etc. I wanted thechildren to think about various town
elements and their interaction. During
our explorations we identified several
guardians based on many discussions.
Finally, we prepared our images andpresented them on June 2 at the IIS
Open House.
Because I have not been in contact
with young children for a long time, it
was a tough but exciting experience
for me. I discovered Uehara town andalso different aspects of children.
(By Mariko Abe, Graduate student,
Meguro Laboratory)

Uehara town “guardians”

ICUS joined IIS Open House
ICUS joined the Institute ofIndustrial Science Open House which
was held from June 1 to 3. In this event,
our institute is open to the public toshare with the visitors its researchoutcomes. This year ICUS topic was“Towards the Establishment of a
Sustainable Urban System.” As every
year, all laboratory members
participated and displayed their panels.
Topics varied in a wide range fromdiagnosis, repair, and strengthening of
concrete structures to diffusion ofcontaminants in urban areas. The
problem of formation of cavities andloose ground above old undergroundpipes, the need of disaster resilient water
cycle systems for sustainable societies,

and the challenge to integrate
countermeasures to achieve earthquake
disaster resilient urban systems werealso addressed. The open house wasalso an opportunity to introduce the2005 Annual Report as well as RNUS
activities. Reports and newsletters were
given away to visitors.
An ICUS Quiz was preparedfollowing the success of last year issue.
Twenty one questions were proposedand based on the number of correct
answers, ICUS calendars and pen cases
were offered as prizes. Almost 60
persons participated in the quiz and 25
calendars were distributed. This year it
was the first time that the open house
was held on a Saturday giving theopportunity to whole families to visit
our campus. Many children were
enthusiastic about the ICUS Quiz andput their parents under pressure to help
them get the correct answers.
(By P. Mayorca)

ICUS quiz drew attention of theopen house participants. In thephoto, three calendar awardees.

RNUS Activities
Inspection on Short Span Traffic
Bridges in Bangkok Metropolitan
Administration Area
The Regional Network Office for
Urban Safety (RNUS), in cooperation
with the Sirindhorn International

Students measuring concrete
strength using Smidth’s hammer

ICUS Newsletter Vol. 6, No. 1

362

Institute of Technology (SIIT), launched
the infrastructure inspection program
for the Bangkok Metropolitan
Administration Area (BMA).
The program started with theinspection of short-span concrete
bridges across canals in western
Bangkok. The inspection aimed atevaluating the condition of these bridges
regarding to its serviceability anddurability. Smidth’s hammer was used
to measure the structure strength while
the carbonation depth and reinforcing
bar corrosion were closely observed.
The inspection results will be used todetermine the required maintenanceand how to efficiently allocate theavailable budget. In addition, a groupof students from AIT and the SIIT joined
this activity as a part of their training.
(By R. Sahamitmongkol)

Structure deterioration wasinvestigated from a boat

page 5

Prof. Meguro promotes safer communities in Algeria and Pakistan
As a part of ICUS international
activities, Prof. Meguro visited Algeria
and Pakistan from March 17 to 26. The
Japan International Cooperation Agency(JICA) is carrying out a microzonation
study for the capital city Algiers and Prof.
Meguro is the chairperson of the advisorycommittee. The project objective is toprepare the basic data needed for theestablishment of a comprehensive
disaster management plan for Great
Algiers. On this occasion, Prof. Meguro
reported on the project progress andhelped outlining its next stage.
In Pakistan, Prof. Meguro visited
Muzaffarabad, the most affected region
during the 2005 Kashimir Earthquake.
During his first trip to the area last year,
he introduced the PP-band method toretrofit masonry structures. Due to thegreat interest that the techniquegenerated on the local people, JICA
decided to carry out a demonstration
project at the site. A typical house wasconstructed and then retrofitted with PPband meshes. The cost of the material
needed to retrofit one ordinary house
was US$30 and the total retrofitting

Shaking table demonstration carried out in Muzaffarabad, Pakistancost, including installation, was representatives, mass media people, andapproximately 5% of the total the general public and had a strong
construction cost. This value is expected impact on them. Before thedemonstration, Prof. Meguro explained
to reduce as workers’ skill improves.
In order to effectively explain the the background and principles of PPbenefits of retrofitting, demonstrations band retrofitting and Mr. Amod M. Dixit,
for the public and decision makers are Executive Director of NSET, translated
powerful tools. The Nepalese NGO the presentation to the local language.
(By K. Meguro)
National Society for Earthquake
Technology (NSET) has been carryingout shaking table demonstrations in many
countries for this purpose and joined thisproject. Two 1/6 model replicating the fullsize house, one retrofitted and the othernon-retrofitted, were prepared andshaken. The non-retrofitted specimen
collapsed whereas the other stood. The
Pilot model constructed to show
demonstration was carried out in front on
PP-band retrofitting method
governmental authorities, NGO

ICUS members visited BUET, Dhaka, Bangladesh
Prof. K. Meguro, Dr. M. Yoshimura,
Dr. H. Kanada, and Mr. K. Tsukimoto,graduate student of Meguro laboratory,
visited Bangladesh University ofEngineering & Technology (BUET)
from June 14 to 19, 2006.
On 14, ICUS signed the contract for
the establishment of the Bangladesh
Network Office for Urban Safety(BNUS) with the Department of Civil
Engineering, BUET. The new office will
open in September 2006.

measurements and introduction of nondestructive inspection (NDT) methods
for concrete structures, respectively. On
the afternoon of the second day, ademonstration using actual equipments
was performed for the participants.
Seminar organized by Bangladesh
Earthquake Society

Dr. Yoshimura explains how to
operate equipment

Ceremony participants
A short course on Evaluation ofConcrete Structures was held on 14-15,
Prof. Meguro, Dr. Yoshimura, and Dr.
Kanada delivered presentations on theimportance of earthquake disasterprevention, seismic vulnerability
assessment using microtremor

On 15, Prof. Meguro was invited asa guest speaker to the seminarorganized by the Engineer Staff College
Bangladesh and the Bangladesh
Earthquake Society. He introduced
recent developments of earthquake
related activities in Japan. After his
presentation, Bangladeshi engineers
asked many questions on how to adopt
these technologies to their country.
From 16 to 19, many structures

Investigation of bar arrangementof RC slab using NDT equipment(BUET facilities, fire stations andbuildings under construction) weresurveyed with BUET members. Dr.
Yoshimura and Mr. Tsukimoto measured
their dynamic properties using
microtremor measurement equipment
and Dr. Kanada investigated rebar
arrangement using NDT equipments.
(By H. Kanada)

ICUS Newsletter Vol. 6, No. 1

363

page
page66Dr.
Dr. TanTan visited
visited ICUS
ICUS under
under JSPS
JSPS Scientific
Scientific Exchange
Exchange Program
Program 2006
2006
Dr.
Dr. Kiang
Kiang Hwee
Hwee Tan,
Tan, Associate
Associate
Professor
intheDepartment
Professor in the Department ofof Civil
Civil
EngineeringattheNational
University
Engineering at the National Universityofof Singapore
Singapore (NUS),(NUS), visited
visited ICUS
ICUS
from
10
to
24
June
2006,
from 10 to 24 June 2006, under
under thethe
JSPS
JSPS Scientific
Scientific Exchange
Exchange Program.
Program.
The
The visit
visit isis aa significant
significant step
step towards
towards
furtheracademic
exchangefurther academic exchange andandcooperationcooperation between
between thethe two
two
institutions,institutions, which
which signed
signed aa
memorandum
memorandum ofof understanding
understanding onon
joint
jointresearchresearchininMarch
March2005.
2005.
Dr.
Dr. TanTan obtained
obtained his
his doctorate
doctorate
degreedegreefrom
fromthetheUniversity
UniversityofofTokyoTokyoinin
1985.
1985. He
Hehas
hascarried
carriedout
outresearchresearchonon
beams
beamswithwithopenings,
openings,fiber-reinforced
fiber-reinforced
concreteconcrete andand ferrocement,
ferrocement, external
external
post-tensioning,post-tensioning, andand fiber-reinforced
fiber-reinforced
polymerpolymer reinforcement.
reinforcement. He
He hashas
published
more
than
150
refereedpublished more than 150 refereed
paperspapers andand aa book
book onon “Beams“Beams with
with
Openings:
Analysis&
Design.”Openings: Analysis & Design.” Dr.
Dr.
Tan
Tan isis aa member
member ofof thetheeditorial/advisory
editorial/advisory board
board forfor six
six
international
journals,
includinginternational journals, includingASCE
ASCE
Jour
Journalnal ofof Composites
Composites for
for
Construction
Construction (USA),(USA), JCIJCI Journal
Journal ofof
Advanced
Advanced Concrete
Concrete Technology
Technology(Japan),(Japan), andand ICEICE Structures
Structures &&Buildings
BuildingsJournal
Journal(UK).
(UK). He
Heisisalso
alsothetheVice-Chairman
Vice-Chairman (Technical)(Technical) forfor thetheInternational
International Committee
Committee forfor Concrete
Concrete
Model
Model Code
Code forfor Asia.
Asia. He
He waswas thetheorganizing
chair
for
the
organizing chair for the Sixth
Sixth
International
International Symposium
Symposium on
on FRP
FRP

Reinforcement
Reinforcementfor
forConcrete
ConcreteStructures
Structures(FRPRCS-6),
held(FRPRCS-6), held inin Singapore
Singapore inin
July
July2003.
2003.
DuringDuring his
his visit,
visit, Dr.
Dr. TanTan gavegave aa
lectureon“Rational
Approaches
lecture on “Rational Approaches totoStructural
Structural Strengthening.”
Strengthening.” In
In thethelecture,lecture, hehe explained
explained thethe useuse ofof strutstrutand-tie
and-tie models
models andand strip
strip method
method forforbeam
beam andand slab
slab strengthening
strengthening using
using
ffiber-reinforced
iber-reinforced polymer
polymer (FRP)(FRP)
systems,
systems,andandillustrated
illustratedthem
themwith
withtests
tests
onon dapped
dapped beams,
beams, beams
beams with
with recess
recessororopening,
opening,and
andslabs
slabswithwithananopening.
opening.
Dr.
Tandiscussed
the
use
of
Dr. Tan discussed the use ofthe
theloadloadbalancingbalancing method
method inin structural
structural
strengthening
strengthening using
using external
external tendons
tendonsfor
both
simple-span
for both simple-span andand continuous
continuous
RC
RC beams.
beams. ItIt waswas evident
evident thatthat these
these
approaches
that
are
based
on
approaches that are based onprinciple
principleofof statics
statics areare versatile
versatile andand safe
safe for
for
application,
especiallyforcomplexapplication, especially for complex
structures.
structures.
Dr.
Dr. TanTan sharedshared his
his otherother researchresearch

Dr.
Dr.TanTanreceives
receivescertificate
certificatefrom
from
Prof.
Prof.Uomoto
Uomotoafter
afterdelivering
deliveringaa
lecturelectureat
atICUS
ICUS

interests
interestswith
withresearchers
researchersatatICUS.
ICUS. He
He
isis currently
doing
researchcurrently doing research on
on blast
blast
resistanceresistance ofof masonry
masonry andand reinforced
reinforced
concretewalls,
sprayedconcrete walls, sprayed polymer
polymer andandsprayedsprayed FRP,
FRP, andand fire-resistancefire-resistance ofof
FRP
FRP systems
systems andand FRP-strengthened
FRP-strengthened
beams.
beams. He
He waswas impressed
impressed with
with thethetest
test facilities
facilities atat ICUS,
ICUS, especially
especially thethewindwind tunnel
tunnel andand thethe tri-axial
tri-axial shake
shake
table,
table,and
andwith
withthethework
workcarried
carriedout
outatat
ICUS,
ICUS, inin particularparticular onon thethe useuse ofofpolypropylene
polypropylene bands
bands asas aa cheap
cheap
strengthening
strengthening material.
material. He
He hopes
hopes toto
initiate
joint
research
inthese
initiate joint research in these areas
areas
with
with ICUS,
ICUS, andand looks
looks forward
forward toto
ICUS
ICUS researchers
researchers visiting
visiting his
his
department
departmentatatNUS
NUSininthe
thenearnearfuture.
future.
Dr.
Tan
also
visitedDr. Tan also visited three
three
construction
construction sites
sites dealing
dealing with
with FRP
FRP
strengthening
strengthening andand tunnel
tunnel boring,boring, andand
had
had discussion
discussion with
with researchers
researchers fromfromthethe researchresearch institutes
institutes ofof Kajima
KajimaCor
Corporation
poration andand Obayashi
ObayashiCorporation.
Corporation. He
Healsoalsometmetmembers
membersof
ofthethe Association
Association forfor Advanced
Advanced
Composite
Composite Technology
Technology on
onConstruction
Construction Field
Field (ACC)(ACC) andand
Information
Information Technology
Technology Building
Building
SystemSystem(ITBS)(ITBS)Group.
Group. He
Heisisgratefulgrateful
toto his
his host,
host, Prof.
Prof. T.T. Uomoto,
Uomoto, andand his
his
staff
for
the
arrangement
andstaff for the arrangement and forformakingmaking his
his visit
visit aa memorable
memorable andandfruitful
one.
fruitful one.
(By
(ByK.
K.H.
H.Tan,Tan,
ICUS
Network
member)
ICUS Network member)

Prof.
Prof. Hayashi
Hayashi left
left ICUS
ICUS after
after two-year
two-year appointment
appointment
After
importance ofof efficientefficient personnel
personnel
After holding
holding thethe position
position ofof importancemanagement.
He
Visiting
Professor
at
ICUS,
Prof.
alsoledledvisits
visitstotothe
theVisiting Professor at ICUS, Prof. management. Healso
SShhogo
HHaayyaasshhii,,fo“Fire Research
Research Institute”
Institute” andand thetheogoforrmmeerr “FireCommissioner“FireDefense
DefenseCollege”.
College”.
Commissioner ofof thethe Fire
Fire Disaster
Disaster “FireProf.
Prevention
Agency,retiredfrom
ourProf.Hayashi
Hayashiparticipatedparticipatedininthe
thePrevention Agency, retired from our
preparationofawebsitetocenterthisJune.
Recently,
hewas
preparationofawebsiteto promote
promotecenter this June. Recently, he wasappointed
rettroroffiittttiinngg ooff ppuubl
bliiccappointed Vice-Minister
Vice-Minister ofof thethe sseeiissmmiicc re
Ministrybuildings. The
The sitesite compiles
compiles andandMinistry ofof InternalInternal Affairs
Affairs andand buildings.
CCoommmmuunniiccaattiioonnss,, Ja
presents information
information related
related totoJappaanneessee presents
Government.
seismicactivity
activityininJapan,
Japan,importanceimportance
Government. During
During his
his stay,
stay, hehe seismic
lecturedof structure
structure retrofitting,retrofitting, available
available
lectured at
at thethe course
course entitledentitled Fire
Fire of
Defensevulnerability evaluation
evaluation methods,
methods,
Defense andand Disaster
Disaster Prevention
Prevention vulnerability
Administration
and recommended
recommended retrof
retrofitting
ittingAdministration andand Techniques
Techniques ofof andDisasteralternatives. ItIt also
also includes
includes aa
Disaster Prevention
Prevention given
given during
during alternatives.
tthhee SSuummmmeerr SSeemmeesstteerr aatt tthhee ddaattab
abaassee ooff ppaasstt rerettroroffiittttiinngg
e
x
a
m
p
l
e
s
,
c
o
m
p
a
ny
GGra
d
u
a
t
e
S
ch
o
o
l
o
f
C
i
v
i
l
ra d u a t e S ch o o l o f C i v i l e x a m p l e s , c o m p a ny nnaammeess,,Engineering,
construction costs
costs andand duration
duration ofof
Engineering, thethe University
University ofof construction
therequiredworks.
The
Tokyo.
He
focusedonfiredisasterwebsite isis
Tokyo. He focused on fire disaster the required works. The website
management,Fire
re DDiissaasstteerr
management, particularly
particularly onon thethe hhoosstteedd aatt tthhee Fi

Management
ManagementAgency
Agencywebpage.
webpage.
Prof.
HayashiProf. Hayashi gave
gave speeches
speeches at
at
the
8th
Open
Lectureandthe 8th Open Lecture and thethe 31st
31st
SeikenSeiken Evening
Evening Seminar.
Seminar. We
We would
would
like
like toto thank
thank very
very much
much Prof.
Prof.
HayashiHayashi forfor hishis fruitfulfruitful stay
stay and
and
great
greatcontributions
contributionstotoour
ourcenter.
center.
(By(ByK.
K.Meguro)
Meguro)ICUS
ICUS PARTICIPATIONPARTICIPATION –– IISIIS OPEN
OPEN HOUSE
HOUSE

ICUS
ICUSNewsletter
Newsletter Vol.
Vol.6,
6,No.
No.11

364

Prof.
Prof.Hayashi
Hayashidelivereddeliveredseveral
severallecturesduringlectures duringhis
hisstay
stayatatICUS
ICUS

page 7

Two new members joined ICUS
We would like to welcome warmly
Drs. Reiko Kuwano and Paola
Mayorca who joined ICUS on April
1st, 2006 as Associate Professor andProject Research Associate,
respectively.
Dr. Kuwano, formerly a seniorresearcher in the Public Works
Research Institute, received her
Master degree from the Department
of C iv i l E ng i n eer i n g at t h e
University of Tokyo in 1988. Aftershe gained practical work experiencein a construction company for someyears, she obtained her PhD from theImperial College, London University
in 1999. Her research interest isgeotechnical engineering, including
characterization of mechanicalbehaviour of geomaterials, longterm behaviour of undergrounds t r u c t ur e s , r emed i at i o n o fcontaminated ground, etc.
D r. M ay o r c a g o t h e r
undergraduate degree from thePontifical Catholic University of Peru
in 1994 and worked as a structural
engineer in Peru for three years. In
2000, she got her Master Degree andin 2003 she got her PhD both fromthe Department of Civil Engineering
at the University of Tokyo. She has
been working on the development ofretrofitting techniques to improve theseismic performance of unreinforced
masonry structures with particularfocus on housing in developing
countries. In her PhD dissertation,
she investigated experimentally andnumerically the use of PP-bands,
which are commonly used for
packing, as a feasible method toprevent collapse of masonry houses
during earthquakes and reduce
fatalities in future seismic events.
(By T. Uomoto)

Dr. Reiko Kuwano

Dr. Paola Mayorca

ICUS Activities
and Denmark (June 11-18), and the• Prof. Meguro attended the 100th
2006 ASHRAE Annual Meeting in
Anniversary Earthquake ConferenceQuebec, Canada (June 24-29).
commemorating the 1906 San
Francisco Earthquake, which was • Dr. Kato stayed at AIT for his research
work and teaching duties at RNUS
held at San Francisco, US, together(April 17-May 17, June 21-July 7).
with Drs. Yoshimura and Mayorca
He participated in Concrete Solutions(April 16-23).
2006, 2nd International Conference• Prof. Meguro, Dr. Yoshimura, and Dr.
on Concrete Repair at St. Malo,
Kanada visited BUET, Dhaka,
France (June 26-July 1).
Bangladesh (April 13 - 20).
• Dr. Oki attended the Hydrology 2020 • Dr. Sahamitmongkol stayed at AIT for
his research work and teaching duties
Conference in Delft, Holland (Juneat RNUS (April 10-May 29, June 927-July 1).
July 5). He joined the 11th National• Dr. Ooka participated in the 10th
Convention on Civil Engineering at
International Conference on Thermal
Phuket, Tailand (April 20-23).
Energy Storage at the Richard
Stockton College of New Jersey, in • The RC-39 Committee met on May 23.
After each working group reported on
Philadelphia, US (May 30-June 4),
their activities, Prof. Tachibana, Prof.
the 6th International Conference on
Emeritus of the University of Tokyo,
Urban Climate at the Technicalgave the presentation entitled
University of Denmark in Sweden“Estimation of current traffic noise
conditions”• ICUS Student seminar was held on
May 30. Students from all ICUS
related laboratories participatedand gave presentations.
• ICUS Open House was held
together with IIS Open Houseduring June 1-3.
• Metropolitan Highway Watching
was held on June 9.
• Prof. Tan visited ICUS (June 10-24)
supported by the Japan Society for
Promotion of Science ScientificExchange Program 2006.
• ICUS seminar, in which Prof. Tandelivered the lecture: “Rational
approaches to Structural
Strengthening,” was held on June 19.

AwardsSociety” for his paper “Application of• Dr. Kato received the “Incentive
Near-infrared Spectroscopy forAward” from the “Japan Concrete
Inspection of Concrete.”
Society” for his paper “Study of a
Method for Deciding the Inspection • Drs. Ema Kato, Kato, and Prof.
Uomoto received the “Best Paper
Program to Assess the Risk ofAward” from the “Japan Concrete
Material Heterogeneity andSociety” for their paper “Development
Uncertainties.”of Simulation Model of Chloride Ion• Dr. Kanada received the “Incentive
Transportation in Cracked Concrete.”Award” from the “Japan Concrete• Prof. Meguro received the“Excellent Paper Award” from the“Japanese Geotechnical Society”
for his paper “What I have been
thinking for the last 10 years sincethe 1995 Kobe Earthquake.”

ICUS Newsletter Vol. 6, No. 1365

page 8
Editor’s NoteOn April 27, 2006 a magnitude
6.3 earthquake hit Java, Indonesia
killing nearly 5,800 people andinjuring almost 38,000. We would
like to convey our deepest
condolences to the affected
population. What makes this event
even sadder is that most of thecasualties and destruction could
have been prevented.
Reportedly, the seismic strengthof the houses in the stricken area
was very low which translated into
more than 350,000 dwellings
damaged beyond usability. If thesestructures would have been
sufficiently strong, most of thefatalities could have been
prevented. Furthermore, theresources needed for reconstruction
could have been smaller. This tragic
event reminded us of similar
situations faced at Gujurat (India,
2001), Bam (Iran, 2003), andKashmir (Pakistan-India, 2005).
The Java Earthquake put on the
spotlight again the issue of existing
low earthquake resistant masonryhouses. Because 60% of the world’s
population lives in this type of

A devastating earthquake
hit Java, Indonesia on
April 27 2006 showing
again the urgent need tostrengthen the existing
low earthquake resistanthousing stock(Photo by Masasuke
Takashima, ICUS
network member)structures, even in earthquake prone
regions, future earthquakes will have
similar devastating consequences. It
also exposed our failure, as
earthquake experts, to communicate
risk to the general public as
discussed by Dr. Kikkawa in thisNewsletter edition. These problems
should be tackled with two
approaches: technical and social.
The f irst one means that any
proposed retrofitting method should
consider local availability,
applicability, and acceptability. At
my research group we arerecommending the use of
Polypropylene band (PP-band)meshes for retrofitting because thematerial is locally available at a very low
price and the installation process is very
simple and can be carried out by thehouse owners. We have performed

several shaking table tests and confirmed
the excellent behavior of structures
retrofitted by PP-band meshes.
A viable technical solution alone
is not enough to solve the problem ofexisting weak structures. It shouldcome together with a social program
which encourages its implementation.
This program should focus on raising
seismic risk awareness among the
population with adequate risk
communication tools coupled with
policies to promote reinforcement
through incentives. We are also
working on this type of schemes at mylaboratory. If you would like more
information on PP-band retrofitting
method or our proposed social system
to foster retrofitting, please do nothesitate to contact us at
ppmethod@iis.u-tokyo.ac.jp.
(By K. Meguro)

If you would like to contribute an article to ICUS newsletter orhave any comment or suggestion, please contact the editorialcommittee at icus@iis.u-tokyo.ac.jp.
International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
E-mail: icus@iis.u-tokyo.ac.jp
http://icus.iis.u-tokyo.ac.jp/

International Center for
Urban Safety Engineering

366

PRINTED MATTERICUS NEWSLETTER
International Center for Urban Safety Engineering

Institute of Industrial Science
The University of Tokyo

VOLUME 6 NUMBER 2
JULY-SEPTEMBER 2006

International Center for
Urban Safety Engineering

HIDDEN CAVITIES UNDER THE GROUND- THEIR CAUSES AND CONSEQUENCES By
Reiko KUWANOHIDDEN CAVITIESUNDER THE GROUND
You may think that the ground isfirm and solid, unless some natural
disasters like earthquake or landslide
occur. But this is not always the case.
Sometimes, you may be standing on
an underground pitfall covered withsolely a layer of pavement, which
may collapse without a clear sign of
warning. The photos below show asinkhole that appeared on a road,caused by failure of a sewer pipe lying
underneath, on the left, and a muchlarger cave-in, about 30 m wide and 3

m deep, which occurred in Tsu-city,
Mie Prefecture in July 2006, on theright. The cause of this huge hole has
not yet been clarified, although it issuspected that numerous old small
pits and tunnels for mining sands inthis area, an activity that stopped morethan 20 years ago, are the most likely
responsible.
In most cases, a cavity in soil
precedes such a sudden collapse ofground surface. The origin of thecavity could be natural or artificial.
When the stability of the cavity islost for any reason, soil above thecavity falls causing loosening ofA cave-in due to failure of a corroded sewer pipe

surrounding soil. The loosened area
spreads up until the surface collapse
eventually occurs.
POTENTIAL SOURCES
OF UNDERGROUND CAVITY
We h ave l a i d va r i o u s
infrastructures, such as tunnels,
trenches, water pipes, sewer pipes,
gas pipes and others, deeply
underground. In order to catch up
with the growth of urban populationand functions, construction of thoselifelines has rapidly progressed in the
recent decades. The cur rent
underground situation is congested
and complicated. All the undergroundlifelines are potential sources ofcavities when they are too deteriorated
to support the surrounding soil. Oldabandoned mines and tunnels and air-A cave-in of 30 m wide and 3 m
deep affected road and residents.
(Photo courtesy of the Tsu
Municipal Government)

367

The number of cave-in on roadpage 2

Relationship between
the average age of sewer pipes in 23
wards in Tokyo and the numberof cave-in incidents (after“Prospects of Sewerage 2001”
Tokyo Metropolitan)

History of sewer pipe construction in 23 wards of Tokyo(after the website of the Ministry of Land and Infrastructure)

Whatever the reason is, once aburied pipe is broken, surrounding soil
will be disturbed. This will loosen the
ground and when the disturbancereaches the ground surface, local
settlements will appear. Rainfalls seemto accelerate the process, judging fromthe fact that larger number of cave-ins
occur in rainy seasons, from spring toautumn. The difficulty is to answer
more specific questions. How fast does
the initial disturbance reach the surface?
How can we identify the dangerous
void/cavity which will grow bigger? If
we find a small defect in a pipe like athin crack, do we need to worry?
Unfortunately, the basic mechanismof the formation of initial voids in soil
and the growth of cavity resulting in theeventual ground surface cave-in has notbeen well understood yet. The author

and her colleagues investigated thisphenomenon by small scale modelexperiments, results of which are shownin the figure on the top left corner of thenext page. The main findings from thestudy were:- Even a small crack or gap (5 mmwide) is sufficient to cause a cave-in.
- In sandy soils, an initial small void
can quickly grow, especially when
the ground is saturated. Above acavity in sand, a loosened partlargely develops where the dry
density decreases by approximately
10 to 20 %.
- For sands with fines, which arecommonly used for backfillingsewer pipes in practice, the rate ofcavity growth seems to be slower. A
loosened part, where almost half ofthe soil is lost, develops above acavity, but it is not considerablylarge. A schematic diagram isdisplayed in the next page.
- In order to prevent soils from being
washed away and form a cavity
even in case a sewer pipe is broken,
it is ultimately necessary for soil
particles to be bonded to each other.
Even, weak bond is enough for the
purpose.

A water pipe passing through anexisting sewer pipe,
found under a cave-in

A water pipe broke an existing
sewer pipe, found undera cave-inraid shelters are the most dangerous
sources of underground cavities as they
are likely to be poorly supported andtheir locations are not well recorded.

could be discovered even years later.
Developing underground mapping
information seems to be necessary tofundamentally sort this out.

CAVE-IN DUE TO FAILURE
OF SEWER PIPESRESEARCH ON THE
MECHANISM OF GROWTH
OF CAVITY AND SOIL
LOOSENING

Recently, approximately 1000
cave-ins on roads occur every year due
to the failure of sewer pipes in the urban
area of Tokyo, within the 23 wards.
Especially areas, where the urbanization
started early and the existing sewer pipes
are old, are suffering from frequent
cave-ins, as shown in the figure on theupper left corner of this page.
Damage to old deteriorated sewer
pipes appears to be the major source ofsoil cavities leading to cave-ins in earlier
developed cities. Looking at the historyof sewer pipe construction in Tokyo
depicted on top right corner of this page,
we note that the situation will soon
become more serious.
Tokyo metropolitan government aswell as other local governments are wellaware of this problem and carrying out
various actions for the eff icientmaintenance of existing sewer pipes.
Their efforts include systematicreconstruction of old pipes and early
detection of damage to pipes or cavities
in soil, both of which apparently
contribute to prevent further increase in
the number of cave-in.
In fact, the reasons for the damage
to sewer pipes are not only age. It wasreported that around 15% of sewer pipe
failures in Tokyo were caused by“other” construction works. The photos
on the right show sewer pipes broken bywater pipes. Such sewer pipe failures
are not always noticed immediately, andICUS Newsletter Vol. 6, No. 2368

page 3

X-ray CT image of cavity andloosened area in sand obtained
from a small scale model test

Typical patterns of cavity andloosened area developedin sandy ground
Sand is the least resistible
material. The content of fine fraction
improves the situation although not
for a long time. Soil around a cavity
loses confinement and when it issaturated, soil particles would yield
to water. Thus, a heavy rainfall
significantly affects the process ofcavity growing. The figure on the
top-center of this page is an X-ray
CT scanning image, showing acavity and loosened area formed in asmall model sand chamber. Above acavity of only 5mm in size, theloosened area vertically spreads andreaches the surface. When thishappens in the actual ground, theloosened area masks the small cavity
underneath and its detection by radar
exploration may become difficult.

lowered, local people found the holeapproximately 2 to 4m wide and 1m
deep.
Under the hole, at a depth of
15m, a water pipe of 2m diameter
had been constructed by shieldtunneling method. The front of thetunnel had passed the location of thecave-in more than 6 months before.
Yet, there was no indication that thetunneling work excavated too muchsoil, equivalent to the hole size.
Because the profile of the groundwas sand/gravel with cobbles,
conventional sounding techniques,
like standard penetration test (SPT)or cone penetration test (CPT) could
not be successfully applied. In fact,
the SPT, that had been carried out
before the tunnel construction,
recorded an N-value over 50 bysimply hitting large cobbles. A radar
exploration was performed to searchfor cavities and loosened parts inrelatively shallow ground, up to adepth of 3m. A new sounding
technique measuring the resistancewith drilling was also carried out toexplore deeper sectors up to a depthof 15m. Although there was noapparent cavity, the ground above thetunnel was found to be noticeablyloosened all along. The loosened
area was constrained to only above
the tunnel, which is not usually
expected in tunneling works. All theholes, cavities, and loosened areas
were filled/grouted securely, not toaffect the safety of the river bankwhich was adjacent.
TOWARDS FUNDAMENTAL
SOLUTIONS
Thus, a cave-in is mostly a manmade disaster. Once we open a spacein the ground, it should be properly
maintained. When we decide toabandon the man-made space, it
should not be left unfilled. A cavity
in the ground grows and creeps
upward in silence, then with sometrigger, which in many cases is arainfall, it suddenly appears on thesurface. Currently, the problem ofcave-ins is not prevented but mainly
a d d r e s s e d o n c e i t o c c u r s bytemporarily filling up the holes.
Several aspects should be considered
to fundamentally sort this out,
including developing techniques fore a r ly d e t e c t i o n o f d a n g e r o u sunderground cavity/looseness,
proper and efficient maintenance ofunderground pipes, and developing
f illing materials and bur yingtechniques which are not washedaway in case a pipe is deteriorated.

Downstream

CAVE-IN WITHOUT AN
APPARENT CAVITY
A cave-in sometimes occurs
w i t h o u t a p r e c e d i n g c av i t yformation. The photo on the rightshows a hole that appeared in a flood
plain along a river. Due to heavy rain
brought by a typhoon, the level ofriver water rose and inundated theplain for a day. After the water level

A hole appeared in a flood plain along a river(after the website of the Ministry of Land and Infrastructure)

ICUS Newsletter Vol. 6, No. 2369

page 4UTITU Workshop was held in Istanbul
UTITU Ordinary / Emergency
Workshop 2006 was held in Istanbul
Technical University (ITU), Istanbul,
Turkey during the week of September
10-16. Both Istanbul and Tokyo areseismic prone areas. This workshop
was one of the activities among thejoint study project together with ITU
and the University of Tokyo (UT).
The objectives of the workshop wereenhancing the strategic approach forthe regeneration of Galata region,
the historical site in the central
business district of Istanbul. It wasorganized to be an educationalseminar for 17 students from ITU
and 12 students from UT. The

students were divided into threeg ro u p s . A fter having a f ield
excursion, they discussed new imageof public space in their target area
during both ordinary and postearthquake emergency situations.
They surveyed current problems andfuture possibility in the area duringt h e f i e ld excursion. Finally,
regeneration plans were proposed
integrating four research interests:
urban design, urban history, water
engineering and earthquake disasterm i t i ga tion engineering. T his
workshop was a valuable opportunity
not only for the integration ofdifferent researches but also forJapanese and Turkish students
discussing plans

Final presentation

exploring new educational strategies
for urban regeneration.
(By M. Yoshimura)

Evacuation plan proposedusing 3D-GIS data

Field excursion in Galata areaby students

Disaster-preparedness drill held at the University of Tokyo Hospital
As informed in Newsletter Vol.5,
No.4, 2006, a project team wasformed to consider the role of The
University of Tokyo Hospital at atime of a disaster. ICUS members
are now investigating the social
demands of a disaster base hospitalsuch as the number of patients afterlarge-scale disaster.
T h e U n ive r s i t y o f To kyo
Hospital conducted a comprehensive
disaster-preparedness drill on
September 8, 2006. ICUS members
and students of Meguro laboratory
joined and supported the drill.
T h e d i s a s t e r s c e n a r i o wa s
conceived by Dr. Yoshimura tosimulate an actual large earthquake
disaster; the drill was planed in orderto adapt the scenario. Dr. Kanada
designed a central administration
tool for disaster headquarter. Thise n a bl e d t o d i s p l ay i m p o r t a n t
information such as damage tofacilities or triage results on a large
screen.
Confirmation of the safety of
hospital inpatients and facilities was
carried out just after earthquake.
Nurses permanently reported thesituation to the disaster command

Disaster command center

Simulated patient

ICUS Newsletter Vol. 6, No. 2

370

Triage training
center. The hospital headquarterdirector decided to accept outsidedisaster victims after judging thefacility capability from the collected
information.
S i m u l a t e d p a t i e n t s we r etransported in ambulances and triage
training was carried out in front of
the hospital main entrance.
A simulated press interview
meeting was held after the drill andthe director commented on theexercise outcome. All processes werefilmed with video cameras and ad o c u m e n t a r y DV D w i l l b ecompleted in the near future.
(By H. Kanada)page 511th Open Lecture was held
The 11th ICUS Open Lecture washeld at IIS in the afternoon of
September 25, 2006. The title of thelecture was “Risk Management of
Building Sanitation” and reported theachievements of the research project
under the same name which is
supported by the Japanese Ministry of
Health, Labour and Welfare. About 80
people attended the lecture.
Four speakers delivered thefollowing presentations:- Dr. Koichi Ikeda, Director of the
Department of ArchitecturalHygiene and Housing, National
Institute of Public Health of Japan,
and Project Leader, explained the
project outline and “Riskmanagement of hygiene forarchitectural equipments”.
- Prof. Shinsuke Kato, Director of theCenter for Development ofInstrumentation Technology, IIS, theUniversity of Tokyo, delivered thetalk: “Diffusion of hazardous agentsin buildings”.
- Dr. Masaki Itoh, Chief of the Water

Supply Planning Section,
Department of Water Supply
Engineering, National Institute of
Public Health of Japan, gave thespeech: “Ensuring drinking watersafety in buildings”.
- Dr. U Yanagi, Chief of the Health
Housing Section, Department ofArchitectural Hygiene and Housing,

National Institute of Public Healthof Japan delivered the lecture:“Countermeasures for bio andchemical terrorism in buildings”.
Finally Professor Kimiro Meguro
of ICUS made concluding remarks andexpressed gratitude to the participants.
(By R. Ooka)

Lecture by Dr. K. Ikeda

Lecture by Dr. M. Itoh

Lecture by Prof. S. Kato

Lecture by Dr. U Yanagi

RNUS Activities
measurement method using remotesensing technology.
After the seminar, guests from
Kanazawa Institute of Technology
visited the RNUS office as well as thel ab o ra tory of the Structural
En g i n e ering Department anddiscussed RNUS activities.

RNUS Seminar
On August 9, 2006, RNUS
organized a seminar on “Analysis
and Treatment for Corrosion of
Reinforced Concrete Structures.”A group of researchers from
Kanazawa Institute of Technology
led by Associate Professor Shinichi
Miyazato and Associate Professor
M i t s uh ar u To ku n aga ki n d ly
delivered lectures to AIT students
and staffs.
The seminar was composed offour presentations, three wereabout the corrosion of reinforcement
in concrete structures and one wasab ou t a t h ree- d i m en si o n a lSpecial Presentation on the
Utilization of Expansive Concretefor Higher Cracking Resistance ofStructure
On September 26, 2006, Dr.
Sahamitmongkol held a seminar on“The Utilization of Expansive
Concrete to Prevent Cracking in

Dr. Kato gives a memorial gift
to Dr. Shinichi Miyazato
for his kind presentation

Group photo of presenters,
students and staffs of StructuralEngineering after RNUS Seminar

Concrete Structures.” The audience
included undergraduate a n dgraduate students of the Department
of Civil Engineering and Technology,
Sirindhorn International Institute ofTechnology.
RNUS Staff Served
as Local Organizing Committee
of EASEC-10
Dr. Kato and Dr. Sahamitmongkol
were assigned by Prof. Worsak
Kanok-Nukulchai as part of thelocal organizing committee of the10th East Asia-Pacific Conferenceo f S t r u c t u ra l E n g i n e e r i n g &Construction (EASEC-10).
I n i t i a t e d 3 0 y e a r s a g o,
EASEC-10 is the biggest conference
related to structural engineeringand construction in the Asia-Pacificregion. There were more than 700
presentations and more than 850
participants.
(By R. Sahamitmongkol)

ICUS Newsletter Vol. 6, No. 2

371

page
page 6
6

THEOS: An eye in the sky for development of Thailand
Since
Since thethe introduction
introduction ofof remoteremotesensingtechnology
toThailandsensing technology to Thailand inin the
the
early
years
of
1970’s,theworld
early years of 1970’s, the world has
has
witnessed
witnessed tremendous
tremendous advanceadvance inin bothboththetechnology
itselfandalso
the technology itself and also thetheapplications.
applications. As
As aa developing
developing country,
country,
ThailandThailand has
has been
been following
following such
such
development
with
great
development with great interest
interest andand hashas
committed
committed resources
resources toto taptap onon thethebenefitbenefit ofof thisthis technology.
technology. In
In November
November
2000,
2000, aa newnew public
public organization
organization was
was set
set
up
up by
by thethe Royal
Royal Thai
Thai Government
Government(RTG)(RTG) toto engageengage inin remoteremote sensing
sensing andandgeographic
geographic information
information system.
system.
Geoinformatics
Geoinformatics andand SpaceSpace Technology
Technology
Development
Development Agency
Agency (GISTDA)(GISTDA) isis
thus
thus aa specialized
specialized organization
organization with
with thetheobjectives
objectives ofof maximizing
maximizing thethe benefit
benefit ofof
GIS andand3S,
namely,remotesensing,
3S, namely, remote sensing, GIS
GPS forfor national
national development.
development.
GPS
In
July
2004,
GISTDA signed
signed thethe
In July 2004, GISTDA
contract
agreement
with
EADS
contract agreement with EADS
Astrium ofof France
France inin Bangkok
Bangkok toto build
build
AstriumandlaunchThailand’s
first
earth
and launch Thailand’s first earth
observation satellite:
satellite: Thai
Thai Earth
Earthobservation
Observation
System(THEOS).
The
Observation System (THEOS). The
project will
will taketake 30
30 months
months toto complete
completeproject
at aa cost
cost ofof 128128 million
million euros
euros toto thetheatThai Government.
Government. It
It is
is scheduledscheduled to
to be
be
Thai
launched inin thethe second
second half
half ofof 2007.
2007.
launched
Although this
this isis aa commercial
commercial
Althoughundertaking, nevertheless,nevertheless, THEOS
THEOS waswasundertaking,initiatedundertheumbrellaoftheThaiinitiated under the umbrella of the ThaiFrench Government
Government Agreement
Agreement ononFrenchSpaceTechnology
Development.
As
Space Technology Development. As

such, several
several projects
projects areare being
being
such,
implemented
tosupport
the
long
term
implemented to support the long term
exploitationof
space
technology.
For
exploitation of space technology. For
example,thetrainingandhands-onexample, the training and hands-on
experience ofof 20
20 Thai
Thai engineers
engineers at
at thetheexperience
company
factoryinToulouse,
Francecompany factory in Toulouse, France
and aa series
series ofof joint
joint cooperative
cooperative
andapplication areare being
being implemented
implemented with
withapplication
satisfactory results.
results.
satisfactory
THEOS isis aa sunsun synchronous,
synchronous, polar
polar
THEOS
orbiting satellite
satellite with
with aa designed
designed life
life
orbiting
time ofof 55 years.
years. The
The mainmain
timecharacteristics areare asas follows.
follows.
characteristics

Several countries
countries have
have expressed
expressed
Severaltheirinterest
toaccessto
THEOS
their interest to access to THEOS
withintheirfootprints.
Therefore,
within their footprints. Therefore,
THEOS will
will notnot only
only contributecontribute toto thetheTHEOSdevelopmentofThailand,
but
also
to
development of Thailand, but also tootherregionsoftheworld.
The
Thai
other regions of the world. The Thaigovernment has
has also
also expressed
expressed its
its
government

THEOS spacecraft
spacecraft
THEOS(imagecredit:EADS
Astrium)(image credit: EADS Astrium)
intention
to
offer
THEOS
data toto thetheintention to offer THEOS datadisaster
mitigation
effortsunder
thedisaster mitigation efforts under theInternational Charter.
Charter. It
It hashas always
always been
beenInternational
the
RTG’s
policy
to
abide
by
the
the RTG’s policy to abide by the
Principles
oftheExploitationofOuter
Principles of the Exploitation of Outer
Space forfor thethe benefit
benefit ofof mankind.
mankind. Since
Since
Space
admitted
asafull
memberoftheadmitted as a full member of theCommittee
onthePeaceful
UsersofCommittee on the Peaceful Users ofOuter SpaceSpace (COPUOS)(COPUOS) inin 2005,
2005,
Outer
Thailand has
has been
been participating
participating actively
actively
Thailandin twotwo subcommittees
subcommittees (Scientific(Scientific andandinTechnical Subcom
Subcom andand Legal
Legal Subcom)
Subcom)Technical
as wellwell asas inin thethe mainmain COPUOS.
COPUOS.
as
Besides applications
applications inin agriculture,
agriculture,
Besidesland
useplanning,
forestry
andland use planning, forestry andenvironmental
assessment,
etc.
THEOS
environmental assessment, etc. THEOS
will bebe usedused inin thethe integrated
integrated urban
urban river
river
will
basin
management,
urban
flood
disasterbasin management, urban flood disasterprevention andand mitigation
mitigation andand urban
urban
prevention
sprawlplanning.
sprawl planning.
(By(By Dr.
Dr. Suvit
Suvit VibulsresthVibulsresth
Executive
Board
Executive Board Member
Member andandFormerFormer Director,
Director, GISTDA)
GISTDA)

Establishment of BNUS at BUET and it’s Activities
A
A contract
contract has
has been
been signed
signed totoestablish theestablish
the Bangladesh
Bangladesh Network
Network
OfficeOffice forfor Urban
Urban Safety
Safety (BNUS)(BNUS) atat
BUET,
BUET, Bangladesh
Bangladesh between
between Prof.
Prof.
Dr.
Dr. Md.
Md. Mazharul
Mazharul Hoque,
Hoque, TheThe
H
H ee aa dd ,, DD ee pp aa rr tt m
m ee nn tt oo ff C
C ii vv ii ll
Engineering,Engineering, BUETBUET andand Prof.
Prof. Dr.
Dr.
TaketoUemoto,The
Director,
Taketo Uemoto, The Director,
International
International Center
Center forfor Urban
Urban
SafetyEngineering,
Institute
Safety Engineering, Institute ofofIndustrial
Industrial Science,
Science, thethe University
University ofofTokyoTokyo inin JuneJune 14,
14, 2006.
2006. The
The mainmain
objective
objective ofof thisthis office
office will
will bebe to
topromoteandenhancehighqualitypromote and enhance high quality
cooperative
cooperative researchresearch inin areas
areas
relatedtourban
safety.
related to urban safety.
BNUS
BNUS office
office comprisecomprise ofof fourfour
rooms
rooms at
at thethe fifth
fifth floor
floor ofof Civil
Civil
Building,
Building, BUET.
BUET. The
The current
current BNUS
BNUS

members
members areare Prof.
Prof. Dr.
Dr. Mehedi
Mehedi
Ahmed
Ahmed Ansary,
Ansary, Dr.
Dr. Munaz
Munaz Ahmed
Ahmed
Noor,
Noor, Ms.
Ms. Israt
Israt Jahan,
Jahan, Mr.
Mr. Md.
Md.
Yasin,
Yasin, Mr.
Mr. Qumruzzaman
Qumruzzaman andand Mr.
Mr.
QurbanQurban Ali.
Ali. BUETBUET has
has alreadyalready
providedprovided aa space
space forfor BNUS
BNUS inin itsits
webpage.
webpage.
The
The current
current andand future
future activities
activities
will
be
as
follows:
will be as follows:-- Evaluation
Evaluation ofof concrete
concrete structures
structuresofBangladeshof Bangladesh (already(already done
done forfor
BUET
buildings
in
June
2006)
BUET buildings in June 2006)-- SS chch oo oo ll ee aa rr tt hh qq uu aa kk ee ss aa fe
fe tt yyprogram(Launchedin
Septemberprogram (Launched in September
2006)
2006)
-- Seismic
Seismic evaluation
evaluation ofof lifeline
lifeline
infrastructures
infrastructures-- Evacuation
Evacuation plans
plans forfor different
different
wards
wards ofof Dhaka
Dhaka city
city-- Evaluation
Evaluation ofof concrete
concrete bridges
bridgesandand flyovers
flyovers ofof Dhaka
Dhaka-- Development
Development ofof indigenous
indigenous
instruments
instruments forfor reinforcement
reinforcement
detection
detection
PleasePlease visit
visit BNUS
BNUS website
website at
at
http://www.buet.ac.bd/BNUS/
http://www.buet.ac.bd/BNUS/(By M.
M. A.
A. Ansary
Ansary(By
Professor,
BUET)
Professor, BUET)ICUS PARTICIPATION – IIS OPEN HOUSE

ICUS
ICUS Newsletter
Newsletter Vol.
Vol. 6,
6, No.
No. 22372

BNUS
BNUS office
office at
at thethe 5th
5th floor,
floor,
Civil
Civil Building,
Building, BUET
BUET

page 7

Dr. Sanae Miyazaki joined ICUS
D r. M i y a z a k i g o t h e r
undergraduate degree from theTokyo Institute of Technology (TIT)
in 1988 and has worked for NTT
DATA Corporation since then. She
also got her Ph.D. degree from the
TIT in 2000.
Dr. Miyazaki research interest is

Dr. Sanae Miyazaki

in remote sensing technologies,e s p e c i a l l y s a t e l l i t e re m o t esensing and sensor network
systems. Her recent researchtarget is the data fusion analysis
using various sensor data fordisaster management.
(By T. Uomoto)

ICUS Director is the first visitor at Chula Unisearch IIS Branch Office
As agreed in the Memorandum ofUnderstanding signed between
Chulalongkorn University and theInstitute of Industrial Science (IIS), theUniversity of Tokyo, on March 21,
2006, the Chula Unisearch IIS Branch
Office was officially opened at the
beginning of July 2006.
On August 7, 2006, Prof. Taketo
Uomoto, Director of ICUS became thefirst visitor of this IIS Branch office.
On this occasion, Prof. Uomoto

discussed with Associate Professor
Boonchai Stitmannaithum, Associate
Dean of the School of Engineering, thepossibility of collaborative research
activities between ICUS and the Facultyof Engineering, Chulalongkorn
University.
Located in the central Bangkok, thisbranch office of IIS will serve as aneasy-to-access business center for IIS
professors who visit Bangkok for theirresearch activities. The communication• Prof. Uomoto attended the 10th East
Asia-Pacific Conference on StructuralEngineering and Construction held in
Bangkok, Thailand, during Aug. 2-8
together with Dr. Kanada. Prof. Uomoto
also joined Shotcrete for UndergroundSupport X held in Vancouver, Canada,from Sept. 11 to 17.
• Prof. Meguro attended the 1st European
Conference on Earthquake Engineeringand Seismology in Geneva, Switzerlandfrom Sept. 3 to 7. Dr. Mayorca joined thesame conference from Sept. 3 to 8. Prof.
Meguro took part in a Center Of
Excellence action study workshop
carried out at Istanbul, Turkey during
Sept. 10-18. Dr. Yoshimura also
participated in this workshop from Sept.
9 to 20.
• Dr. Oki participated in the observation
at Beijing Site in Beijing, China from
Jul. 30 to Aug. 3. He joined The United
Nations-Sigma Xi Scientific Expert

Group on Climate and Sustainable
Development/World Water Week held at
Washington DC, USA and Stockholm,
Sweden. He attended the IPCC WGILL
Meeting held at Cape Town, South
Africa from Sept. 8 to 16.
• Visiting Professor Reiko Amano
attended the 12th International
Symposium on Aerodynamics andVentilation Vehicle Tunnels in Portoroz,
Slovenia from July 11 to13.
• Dr. Kato stayed at AIT for his research
work and teaching duties at RNUS
during Aug. 1-18 and Sept. 3-Oct. 5.
• Dr. Kanada attended the 6thInternational Symposium on
Nondestructive Testing in Civil
Engineering held at St. Louis, US from
Aug. 13 to 20.
• Dr. Sahamitmongkol stayed at AIT for
his research work and teaching duties
at RNUS during July 12-Aug.16,
Aug.20-Sept.14, and Sept.19-Dec.13.

facilities (internet and local telephone)
as well as other office supplies are well
prepared for the visiting IIS professors.
(By R. Sahamitmongkol)

ICUS visitors and Dr. Stitmannaithum
at Chula Unisearch IIS Branch Office

ICUS Activities• ICUS Seminar was held at
Kawaguchi-ko during July 14-15.
• The RC-39 Committee met on July 25.
After the meeting Prof. Ura delivereda speech on “Autonomous
Underwater Robot for ObservationFrom Kamaishi Bay breakwater
offshore to Myojin reef caldera.”• Prof. H. Wiggenhauser, Director of
the Federal Institute for Materials
Research and Testing, Germany,
visited ICUS on July 30• A delegation of 18 professors from the
National Kaohsiung First Universityof Science and Technology of Taiwan
led by Prof. Tai-Ping Chang, visited
ICUS on Aug. 15.
• Former Visiting Prof. S. Hayashi was
appointed President of the JapanFoundation for Regional ArtActivities on Sept. 1.
• ICUS Open Lecture was held on
Sept. 25.

AwardsApplied Element Method.”• Mr. Ramesh Guragain from Meguro
Laboratory obtained the Furuichi • Dr. Kanada and Mr. Pakawat
Sancharoen from Uomoto Laboratory
Award on September 29 for his
got the Incentive Award for Excellent
excellent Master Degree Thesis entitledPaper at the 2006 Annual Meeting of“Numerical Simulation of Masonry
the Japan Concrete Institute for their
Structures under Cyclic Loading using

papers “Componential Analysis byPortable Fluorescence X-ray
Analyzer” and “Life Cycle
Repairing Cost Considering
Uncertainties of Deterioration
Prediction Model,” respectively.

ICUS Newsletter Vol. 6, No. 2373

page 8
Editor’s Note
The existence of the global
warming problem has been confirmedby recent research results, eventhough some researchers still doubt
about it. It is expected that natural
disasters such as flood and typhoon
will become more and more frequentand hazardous in the future. The
reduction of CO2 emission is urgent
for prevention of global warming.
However, it is not readily progressing.
Energy and drug consumption are
similar in the sense that human beings
become addicted to them and cannot
easily get rid of a living style based onthem once they get accustom to it.

Currently, some holy human lives aretaken by the struggle for energy.
The necessity of paradigm shift
from a life of quantity to a life ofquality has been recognized for morethan 20 years. Unfortunately, this shift
is not moving ahead because people
do not have a concrete image of their
future quality of life and thus noconsensus has been reached among
them. As a result, the global warming
problem is not been addressed .
Incidentally, ICUS women staffs
further increased with the arrival of
Dr. Miyazaki. Currently six ladies
belong to ICUS: one Professor, two
Associate Professors, two Research
Associates, and one Secretary. They

If you would like to contribute an article to ICUS newsletter orhave any comment or suggestion, please contact the editorialcommittee at icus@iis.u-tokyo.ac.jp.
International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
E-mail: icus@iis.u-tokyo.ac.jp
http://icus.iis.u-tokyo.ac.jp/

International Center for
Urban Safety Engineering374

are very active in their fields asevidenced in the main article of thisnewsletter which was written by oneof them: Dr. Reiko Kuwano. Men
have been the main contributors tomaterial civilization up to the present.
However, they have not paid muchattention to the quality of life. I believethat women ideas and senses will begreatly useful to shift from a life ofquantity to a life of quality in the
future. Therefore, I am looking
forward to the continuation of theactive participation of ICUS women
staffs.
(By R. Ooka)

PRINTED MATTERICUS NEWSLETTER
International Center for Urban Safety Engineering

Institute of Industrial Science
The University of Tokyo

VOLUME 6 NUMBER 3
OCTOBER-DECEMBER 2006

International Center for
Urban Safety Engineering

HEALTH RISK MANAGEMENT
IN THE FIELD OF BUILDING HYGIENE
By
Koichi IKEDA*
Recent years have seen thefrequent appearance of healthhazards related to the architecturalenvironment. Events such as theoutbreak of the Severe AcuteRespiratory Syndrome (SARS)
mainly in China in 2003, the massoutbreak of legionnaires' disease at a
spa in Miyazaki Prefecture in 2002,
and the terrorist attack with sarin gas
in the Tokyo subway system in 1995
are still fresh in the minds of the
public. These events neverthelesshave not been thoroughly examinedwith respect to factors such as theroutes involved in the mechanism of
mass infection, characteristics ofdiffusion in building interiors, andhuman exposure; many issues about
them still remain uncertain.
Ta k i n g i n t o a c c o u n t t h e s ecircumstances, our research group
was organized under the support of
the Ministry of Health, Labour andWelfare with the ultimately aim todefine measures to be taken in theevent of emergency situations, suchas the outbreak of unforeseen healthhazards in buildings with highconcentration of people. The firsttask of this research group is tocollect reports from related
researches conducted to date andsummarize their findings. This is tobe followed by experimental studies
and numerical fluid analyses topredict, for instance, thecharacteristics of the dispersion ofcontaminants inside buildings andexposure to them among residents,
in order to establish countermeasuresapplying available technology. Thesestudies and analyses would bepremised on the outbreak (release)of pathogenic microorganisms or
hazardous chemical substances int h e b u i l d i n g e nv i r o n m e n t ,p a r t i c u l a r ly a i r- c o n d i t i o n i n gfacilities, water supply and drainage
facilities, and building interiors. The
final step is to compile the results ofthese activities for preparation of aneffective manual to be used in theevent of actual health hazards.

Terrorism: Sarin gas spraying in the underground in Tokyo (March, 1995)375

page 2MEASURES AGAINSTBIOCHEMICAL TERRORISM
IN BUILDING ENVIRONMENTFour areas should be focused at
the present situation: 1) backgroundfactors, 2) current status of healthhazard management in Japan, 3)
trends in research in othercountries, and 4) measures against
biochemical terrorism in a building
environment.
According to Dr. Yanagi, Chiefof the National Institute of Public
Health's Department ofArchitecture, Hygiene andHousing, over the period 1900 2003, there were a total of 1,154
acts of terrorism of a certain scaleu s i n g c h e m i c a l , b i o l og i c a l ,radiological, or nuclear (CBRN)
material throughout the world. Of
this total, about 90 percent of thea c t s i nvo l ve d b i o c h e m i c a l
substances. Mr. Yanagi pointed outthat the 9/11 terrorist attack in the
United States served to heighten
wariness about biochemicalterrorism around the world.This
was followed by a description of
the current status of health hazard
management in Japan. In responseto the 9/11 attacks and theincidents of anthrax poisoning by
m a i l s h o r t ly t h e r e a f t e r, t h eJapanese government made anurgent study of preparedness andhad setups for health hazard
management constructed by theg ove r n m e n t a s a wh o l e , t h e
p r e f e c t u r a l a d m i n i s t r a t ive
authorities, and health centers. In

Disaster: Smoke dispersion at fire

ICUS Newsletter Vol. 6, No. 3

376

An FBI agent opens letter addressed to US Senator Patrick Leahy.
(Courtesy of the Monterey Institute of International Studies,
Center for Nonproliferation Studies)

addition, it took steps for smoothprovision of information to citizens
on a timely basis.
DISPERSION OF HAZARDOUS
SUBSTANCES WITH AN
ADVERSE INFLUENCE ON
HEALTH WITHIN BUILDINGSLet us consider ways of dealing
w i t h t h e d i ff u s i o n , wh e t h e rdeliberate or accidental, of acutetoxins within buildings as viewed
from the aspect of architecturalenvironmental engineering. It
could first be noted that preventionof the dispersion of such toxins
within buildings (i.e. the release ofhazardous substances by acts ofterrorism) is of primary
importance. Measures to curtaila ny d a m a g e t o t h e a b s o l u t eminimum are, naturally, of asecond-best nature. The discussion
presented hereinafter concerns thelatter. In this context, the firstprerequisite is to detect thed i ff u s i o n o f t h e h a z a r d o u ssubstance within the building.
This demands development ofsystems to sense the substance.
Canaries were once carried intomine shafts to test the quality of
the air. Hinted from this practice,Professor Kato at the Institute ofIndustrial Science, the University
o f To kyo , i s n ow c u r r e n t ly
developing a bioassay sensor that
detects the presence of toxins in the
air by blowing it into a tank ofkillif ish ("medaka"), whoseb e h av i o r c h a n g e s i f t h e
c o n c e n t r a t i o n o f t ox i n s i ssignificantly high. The next step isto accurately forecast the difussionof the hazardous substance within
the building and effectively prevent
it. The urgent task to this end isdevelopment of a simulation
system enabling analysis of thecomplex circulation of air in thebuilding interior. Dispersion
within buildings can be estimatedby three-dimensional simulation of
non-regular air flow and of thedispersion, but this takes a very
long time. In response, Professor
Kato is now developing a system
which makes it possible to analyze
the detailed distribution ofcontaminant concentrations ininterior spaces and their changes
ove r t i m e , w i t h o u t h e av y
calculation loads. The system
consists of investigation of the flow
through a three-dimensional air
flow simulation, followed byanalysis of only contaminantdiffusion using a simple method. It
derives from the fact that formulas
for flow and diffusion related to thedispersion of contaminants arelinear. This makes it possible toc a l c u l a t e t h e n o n - r eg u l a r
concentration response through a
convolution computation using a
response coefficient for a limited
time width pulse. The work has
already moved out of the stage oftheoretical studies into that ofdeveloping a concentrationresponse simulation system for use
in the event of the introduction ofcontaminants into interior spaces
due to terrorism or other.

page 3
SAFETY OF DRINKINGWATER IN BUILDINGS
Po s i t i o n i n g o f wa t e r s u p p ly
equipment
Water supply equipment consists ofthe pipes leading from the distribution
pipes for supply of water to customers
and the fittings attached directly tothem. At present, the management ofhygiene varies with the supply
arrangement. In buildings such as
condominiums, for example, the water
may be either put into a receiving tankbefore being supplied to customers or
supplied by direct connection to each
unit. This difference in supply
arrangements conveys a differentiation
on where the responsibility for water
quality at the tap in homes lays. While
there are ministerial ordinances
concerning the standards for the
structure and material quality of watersupply equipment, they have notcompletely eliminated accidents
occurring through such equipment.
Cases of occurrence of water quality
accidents within buildings
In 1994, there was a mass infectionof 461 people with cryptosporidium ina multiuse building in the city of
Hiratsuka, Kanagawa Prefecture.
Authorities suspected contaminationof tap water because the people who
were infected had drunk the waterfrom the water tank. The investigation
determined that the underground watertank, sump tank, and other facilities
had an outdated design andinappropriate structure, and that thetrouble was caused by an overflow ofVentilation ducts provide pathways for contamination to flow amongrooms (Courtesy of the Lawrence Berkeley National Laboratory)
sanitary sewage from the sanitary
sewage tank into the water tank due tofailure of the sump pump at the time ofoccurrence.
In 2001, there was an incident inwhich tap water in a cer tain
condominium turned yellow after a
power outage. It was thought that thepower outage resulted in a negative
pressure in the condominium
standpipe, and subsequent backflow
of the hot water remaining in bathtubs.
As there was a high incidence of
defects among the backflow
prevention devices on the storage-typewater heaters in the building,modif ications were made in the
structure and material of the checkvalves to prevent backflow. It is notclear, however, whether the backflow
prevention equipment on the line fromthe condominium units to the outsidefunctioned abnormally.
There were also complaints about
service water quality from people
living near a hotel. An investigation

Experimental apparatus for detecting malfunctionsof backflow preventersrevealed installation of illegal crossconnections. It was concluded thatdrinking water for the hotel (supply tothe third and higher floors based on
chlorination of groundwater) had
flowed backward into the utility water
distribution pipes.
Research concerning water supply
in buildings
In Japan, research in this area
funded by expenditures for scientificstudies under the Ministry of Health,
L abour and Welf are may b e
exemplif ied by two studies: oneconcerning abnormality monitoringand management for water supply
equipment, and another consisting ofa fact-finding survey of water storage
facilities (particularly unregulated
small-scale ones), and preparation ofa manual for their operation andmaintenance for their installers. The
former proposed a methodology for
detection of water qual ity
concentrations and quantities beyonda cer tain level as well as th edevelopment of techniques forsensing abnormalities affecting
backflow prevention devices. The
World Health Organization, too, has
prepared a document entitled "Water
Safety in Public Buildings." As these
activities suggest, there i s awidespread recognition of theimportance of maintaining highlevels of water quality in order toassure the safety of drinking water.
* Director,
Department of Architecture,
Hygiene and Housing, National
Institute of Public Health

ICUS Newsletter Vol. 6, No. 3377

page 4

ICUS & AIT Organized the 5th International Symposium
on New Technologies for Urban Safety of Mega Cities in Asia
The Asian Institute of Technology(AIT), Thailand, and theInternational Center for Urban
Safety Engineering (ICUS), Instituteof Industrial Science (IIS), theUniversity of Tokyo, Japan, coorganized the Fifth International
Symposium on New Technologies for
Urban Safety of Mega cities in Asia
(USMCA-2006) at Phuket on
November 16 – 17, 2006. The
symposium was sponsored by theJapan Aerospace Exploration
Agency (JAXA), Japan; the Center
for Sustainable Urban Regeneration,
the University of Tokyo, 21st Century
Center of Excellence Program(COE), Japan; the Geo-Informatics
and Space Technology development
Agency (GISTDA), Thailand; Siam
City Cement, Thailand; and Index
International Group Co., Ltd.,
Thailand.
The two-day long program of thesymposium was arranged in two
plenary and ten technical sessions,in which four keynote speeches andt we l v e s p e c i a l l e c t u re s we redelivered by invited distinguishedacademicians and researchers froms ev e ra l A s i a n c o u n t r i e s . T h esymposium was inaugurated by Dr.
Pennung Warnitchai, School ofEngineering and Technology (SET),AIT and it was followed by thewelcome address of Prof. Worsak
Kanok-Nukulchai, Dean of SET, AIT
and the opening speeches of Dr.
Takashi Moriyama, JAXA, Dr.
Surachai Ratanasermpong, GISTDA
and Prof. Taketo Uomoto, ICUS. The
keynote speakers for the plenarys e s s i o n s we re P ro f. T s u n e oKatayama (Department ofA rch i t e c t u re, To k y o D e n k i
U n i v e rs i t y, Ja p a n ) , D r. S u v i t
Vi bu l s re s t h ( G I S T DA ) , D r.
Absornsuda Siripong (Marine
Science Department, Chulalongkorn
University, Thailand) and Prof.
Mehedi
AhamedAnsary(Department of Civil Engineering,B a n g l a d e s h U n i v e rs i t y o fEngineering and Technolog y,Bangladesh).
A t o t a l o f 6 4 p a p e rs we represented in technical sessions
covering a wide range of issues in
the areas of urban safety including
flood risk management, sustainablei n f ra s t r u c t u re m a n age m e n t ,earthquake, fire, tsunami, disastermitigation and environmental
impacts. Several presentations weremade on newly developed advancedt o o l s a n d m e t h o d o l og i e s fo r
addressing these issues.
For the first time, ICUS prepared
the Excellent Young ResearcherAward to encourage activities ofyoung researchers in the field ofurban safety engineering. The
winners of this award were Dr. Hong
Huang (IIS, the University of Tokyo),
Ms. Kulapramote Prathumchai,
Geoinformatics Center (AIT), and
Dr. Kawin Worakanchana (IIS, theUniversity of Tokyo.)
The next symposium will be heldat Dhaka, Bangladesh on December,2007. Further information will beannounced in ICUS web site soon.
(By Y. Kato)

Number of participants per country

Symposium participants in a group photo

JAXA representative shares his view of USMCA 2006
I would like to extend my sincere
appreciations and congratulations toall people belonging to the organizing
agencies who worked very hard to
make the 5th Inter national
Symposium on New Technologies for
Urban Safety of Megacities in Asia
(USMCA 2006) a success, speciallyto the Asian Institute of Technology(AIT) and the Institute of Industrial
Science, the University of Tokyo. It
was my great pleasure to deliver theOpening Speech in this event during
which views and experiences on newtechnologies for natural disaster

ICUS Newsletter Vol. 6, No. 3

378

mitigation and urbanization urban spaces and hopes to actively
technologies were shared and continue contributing to events such as
USMCA.
exchanged.
(By T. Moriyama, JAXA)One of the Japan Aerospace
Exploration Agency (JAXA) mainemphases is the use of spacetechnology to cope with environmental
problems, prevent and mitigate risks of
disasters, improve quality of life, andbring about better future for the next
generation. This initiative is being
taken together with its partners in the
Asia-Pacific Regional Space Agency
Dr. Moriyama Delivers Opening
For um. JAXA feels a strong
Speech at USMCA 2006
commitment to achieving sustainablepage 5

ICUS joined Chiba Experiment Station Open HouseOn November 10, the Institute ofIndustrial Science, the University ofTokyo organized the 'Open House' of
Chiba Experiment Station. Under the
splendid weather, there were 650
visitors altogether.
I C U S j oi n ed t h e even t b ypresenting its research progress on“Towards the Establishment of a
Sustainable Urban System”. Panels
were prepared to make an easy-tounderstand explanation to visitors,
including pupils from local primaryand secondary school.
(By R. Kuwano)
ICUS Exhibition

1st Transdisciplinary Federation of Science and Technology Symposium
The f irst Transdisciplinary
Federation of Science and Technology
Symposium was held on December 12, 2006 at the Campus Innovation
Center in Tamachi, Tokyo. The
nonprofit organization was established
to merge essential technologies fromvarious fields. Forty-three academic
societies join the organization whose
total number of individual members
reach 60,000.
On the morning of the second day, asession on disaster risk was convened
by Prof. Y. Yasuoka, IIS. ICUS
members were invited as speakers:- Prof. Meguro explained theimportance of structuring researches
on disaster and its countermeasuresand infrastructure system for properdisaster management.
- Dr. Yoichi Kitsuta, a emergency

Prof. Yasuoka, Prof. Meguro,
Dr. Kitsuta and Dr. Miyazaki
delivered speeches

physician of the Univ. of Tokyo
Hospital (a member of project teamwith ICUS) presented theimplementation of an advanced
technology into a major medical
incident management and support.
- Dr. Miyazaki introduced a future
infrastructure information databasefor disaster management.
After their presentations, thenecessity of information exchange withother organizations at a time of adisaster and proper data preparation, i.e.
collection, processing, analysis andcommand systems, were discussed.
(By H. Kanada)

RNUS Activities
Training Program on
Infrastructure Maintenance and
Non Destructive Testing
Jointly organized with theSirindhorn International Institute ofTechnology, RNUS staffs led by Dr.
Raktipong Sahamitmongkol made ademonstration of non-destructive
testing machine for the inspection ofreinforced concrete structure on
November 8, 2006 at Bang Pakong
Power Plant.
This activity was a part of the
training program for technical staffs ofthe Electricity Generating Authority ofThailand in order to explain theimportance of good maintenance

Demonstration of corrosion
detection at a damaged structure

practices as well as the deterioration
processes and inspection procedures ofconcrete structures.
Located in Bang Pakong district,
Chachoengsao Province, the Bang
Pakong Power Plant is presently
Thailand’s biggest and most modern
thermal power plant employing stateof-the-art technologies for power
generation and environmental
management. With an aggregate
capacity of 3,600 Megawatts, Bang
Pakong plays a vital role in securing
well over 25 percent of Thailand’s
electricity needs.

Generation, Strength, Water Movement,
and Microstructure’. He discussed thedifferent mechanisms of concrete aswell as the relationship among themand subsequently the modeling of
concrete behavior was explained.
Dr. Yasushi Tanaka, Research
Associate from Nagaoka University ofTechnology presented ‘Constitutive
Model for Non-linear Analysis ofReinforced Concrete Structures.’ In thepresentation, fundamentals andtechniques for simulation of structural
response of RC structure were discussed.
(By R. Sahamitmongkol)

RNUS Seminar
On November 13, 2006, RNUS
organized the seminar on “Modeling ofConcrete Properties and Nonlinear
Structural Analysis”.
Associate Professor Toshiharu
Kishi, IIS, the University of Tokyo gave
the presentation ‘Microscopic
Approach to the Governing Mechanismof Concrete Properties – Fluidity, Heat

Dr. Y. Kato gave a memorial gift
to Dr. Toshiharu Kishi.

ICUS Newsletter Vol. 6, No. 3

379

page
page 6
6IIS
IIS seminarseminar was
was arranged
arranged by
by ICUSICUS
The
The IISIIS seminarseminar was
was held
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organized
October 3, 2006 organized byby thetheFoundation
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Promotion ofofIndustrial
Science.
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This seminarseminarwaswas arranged
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by ICUS,
ICUS, thethe theme
theme
was“Towardssafer
andwas “Towards safer and more
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ICUS
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their topics
topicsMiyazakiMiyazaki introduced
introduced thethe detection
detection ofoflandslides
bysatellite
remotelandslides by satellite remote sensing
sensingandand real
real time
time 4D
4D system
system forfor disasterdisasterinformation.
Prof.
Meguroinformation. Prof. Meguro outlined
outlined
aa new
new proposal
proposal on
on how
how toto changechangelowearthquake-resistant
low earthquake-resistant houses
houses totostrongstrong ones
ones andand how
how toto educate
educatepeoplepeople andand organizationsorganizations toto prepare
prepareagainstearthquakes.
against earthquakes.
About
About 40
40 people
people attended
attended thetheseminar.
Certifications
seminar. Certifications were
were given
given
duringduring thethe closing
closing session.
session.
(By H. Kanada)(By H. Kanada)

Certification
Certification was
was given
given

MOU
MOU between
between ICUS
ICUS andand SIITSIIT waswas signed
signedOn October 25, 2006, theOn October 25, 2006, theMemorandum of Understanding
Memorandum of Understanding(MOU) between the International(MOU) between the International
Center for Urban Safety Engineering
Center for Urban Safety Engineering(ICUS) and the Sirindhorn(ICUS) and the Sirindhorn
International Institute of Technology
International Institute of Technology(SIIT), Thammasat University was(SIIT), Thammasat University was
signed.
signed.
SIIT has been one of the regional
SIIT has been one of the regional
partners of ICUS in promoting thepartners of ICUS in promoting theimportance of urban safety
importance of urban safety

especially in central areas ofespecially in central areas ofThailand. Several joint activities andThailand. Several joint activities andcollaborative research projects havecollaborative research projects havebeen carried out by ICUS and SIIT
been carried out by ICUS and SIIT
in the last few years. The signaturein the last few years. The signatureof this MOU will strengthen theof this MOU will strengthen therelationship between these two
relationship between these twoparties and bolster collaborative
parties and bolster collaborative
activities in the region
activities in the region(By(By R.
R. Sahamitmongkol)
Sahamitmongkol)

Prof. S.
S. Tangtermsirikul,
Tangtermsirikul,Prof.
DeputyDirectorof SIIT
SIIT and
and
Deputy Director ofProf.
T.
Uomoto,Directorof
ICUS
Prof. T. Uomoto, Director of ICUS

Delegation
Delegation ofof Thai
Thai scholars
scholars visited
visited ICUS
ICUS
A
A delegationdelegation ofof 24
24 members
members of
of
tt h
e
C
o
u
n
c
i
l
o
f
D
h e C o u n c i l o f D ee aa nn ss oo ff
Engineering
Engineering ofof Thailand
Thailand visited
visitedtheInstituteofIndustrial
the Institute of Industrial Science
Science(IIS)(IIS) onon October
October 23,
23, 2006.
2006. Their
Their
fieldsofexpertisecoveredfields of expertise covered aa broad
broad
ss p
p ee cc tt rr uumm ii nn cc ll uu dd ii nn gg C
C ii vv ii ll ,,Mechanical,
Industrial,
Electrical
Mechanical, Industrial, Electrical
a
an
nd
d C
Co
om
mp
pu
u tt ee rr E
E nn gg ii nn ee ee rr ii nn gg ,,amongothers.
At
among others. At IIS,
IIS, they
they were
werereceived
by
a
group
of
received by a group of professors
professors
led
led byby thethe instituteinstitute President,
President, Prof.
Prof.
Maeda.
Research
Maeda. Research activities,
activities, onongoing
going projects
projects andand collaborative
collaborative
schemesschemes ofof thethe instituteinstitute were
were
introduced
totheguests.
introduced to the guests.
II nn tt hh ee aa ff tt ee rr nn oo oo nn ,, tt hh eedelegationdelegation split
split inin fourfour groups
groups and
and
a
l
t
e
r
n
a
t
e
l
y
v
i
s
i
t
tt hh eealternately
v i s i t ee dd

Collaborative
Collaborative Research
Research Center
Center for
for
C
o
m
p
u
t
a
t
i
o
n
a
l
S
c
i
e
C o m p u t a t i o n a l S c i e nn cc ee aa nn dd
Technology
Technology with
with Prof.
Prof. C.
C. Kato,Kato, thetheCollaborative
ResearchCenterCollaborative Research Center for
for
Advanced
Advanced Mobility
Mobility (ITS(ITS Center)
Center)w
P
SS uu dd aa ,,tt hh eew ii tt hh
P roro ff ..
Nanoelectronics
Collaborative
Nanoelectronics Collaborative
ResearchResearch Center
Center with
with Lecturer
Lecturer

Iwamoto,Iwamoto, andand ICUSICUS with
with Prof.
Prof.
Uomoto.
Uomoto.
AtAt ICUS,
ICUS, aa brief
brief introduction
introduction ofof
thecenteractivities
the center activities was
was givengiven bybyP
P roro ff .. U
U oo mm oo tt oo aa nn dd tt hh ee nn tt hh eefollowingtalks
following talks were
were delivered:delivered:-- “Sustainable“Sustainable Tsunami
Tsunami Disaster
DisasterM
M ii tt ii gg aa tt ii oo nn SS yy ss tt ee mm fo
fo rr tt hh ee
Indian
Ocean
Rim
RegionIndian Ocean Rim Region andandothers”
others” byby Prof.
Prof. Kimiro
Kimiro Meguro
Meguro-- “Real“Real TimeTime Bridge
Bridge Remote
RemoteHealthMonitoring
Health Monitoring System”
System” bybyDr.
Dr. Sanae
Sanae Miyazaki
Miyazaki-- “Integrated“Integrated Information
Information System
Systemfor
Total
Disasterfor Total Disaster Mitigation”
Mitigation”
byby Dr.
Dr. Miho
Miho Yoshimura
YoshimuraAt
theAt the end
end ofof thethe visit,
visit, group
group
pictureswere
taken.
pictures were taken.
(By P
P.. Mayorca)
Mayorca)(By

ICUS
ICUS PARTICIPATIONPARTICIPATION –– IISIIS OPEN
OPEN HOUSE
HOUSE

ICUS
ICUS Newsletter
Newsletter Vol.
Vol. 6,
6, No.
No. 33380

Dr.
Dr. Miyazaki
Miyazaki explained
explained about
about
real
time
monitoring
real time monitoring ofof bridges
bridges

page 7

Inauguration Ceremony of BNUS and Seminars
The Bangladesh Network Office for
Urban Safety (BNUS) was inaugurated
by the honorable Vice Chancellor, Prof.
Dr. A. M. M. Safiullah of Bangladesh
University of Engineering andTechnology (BUET) on December 6,
2006, at the 4th floor of the Civil
Engineering Building, BUET, Dhaka.
Prof. T. Uomoto and Prof. K. Meguro of
ICUS attended the ceremony with Prof.
Md Hossain Ali, Dean of Civil
Engineering Faculty, Prof. Md.
Mazharul Haque, Head of the Civil

Attendants of the ceremony
with Vice Chancellor

VISIT TO JAPANESE EMBASSY
IN DHAKA

BNUS staff members
Engineering Department and Dr. Munaz
Ahmed Noor, project manager of BNUS.
Prof. Uomoto presented a talk on'Importance of Maintenance of Existing
Concrete Structures' at the Institution ofEngineers, Bangladesh, organized byEngineering Staff College, Bangladesh(ESCB) and BUET on December 5,
2006. Prof. Meguro also delivered a talkon ‘Recent Developments of Earthquake
Related Activities in Japan' on December
6, 2006 at the seminar room of the
Department of Civil Engineering, BUET.

Prof. Uomoto, Prof. Meguro and
Dr. Munaz Ahmed Noor (BNUS,
BUET) visited the Japanese Embassy inDhaka on December 6, 2006. The
professors explained ICUS activities andthe plan to cooperate with BUET to
Ambassador Masayuki Inoue and otherembassy staff members. They also asked
for support to the activities of ICUS,
especially the international symposium
which will be held in Dhaka in 2007.
(By T. Uomoto)Meeting at the Embassy of Japanin Bangladesh

ICUS Activities• All ICUS members attended the
USMCA 2006 held at Phuket, Thailand
on Nov. 16-17.
• Prof. Uomoto visited Istanbul, Turkey
from Oct. 15 to 18 to join the field
inspection of an undersea tunnel acrossthe Bosphorus strait. He traveled to
Udon Thani, Thailand from Oct. 24 to
27 together with Dr. Sahamitmongkol inorder to join the Thai Annual Concrete
Conference and sign a Memorandum ofUnderstanding with the Sirindhorn
International Institute of Technology,
Thammasat University. He attended the
2nd Asian Concrete Federation
International Conference from Nov. 19
to 23 at Bali, Indonesia together with
Drs. Kato, Kanada andSahamitmongkol. Prof. Uomoto visited
Sydney, Melbourne, and Gold Coast,
Australia from Nov. 26 to Dec.2 to give aseminar on concrete deterioration andhold meetings with teaching staff at
Monash University.
• Professors Uomoto and Meguro

visited Dhaka, Bangladesh from Dec.
4 to 7 to hold a seminar at the
Bangladesh University of Engineeringand Technology and meet theJapanese Ambassador to Bangladesh.
• Prof. Meguro visited Singapore from
Dec. 2 to 3 to attend the meeting of theBoard of Directors of the World
Seismic Safety Initiative.
• Dr. Oki was promoted to Professor on
Nov.1st. He retired from ICUS andreturned to the 5th Department of theInstitute of Industrial Science, theUniversity of Tokyo.
• Dr. Oki visited Bangkok/Phitsanulok,
Thailand from Oct. 15-22 to carry out
observations there.
• Dr. Ooka attended the 6th International
Thermal Manikin and Modeling
Meeting held at Hong Kong, China,
from Oct. 15 to 19.
• Dr. Kato stayed at AIT for his research
work and teaching duties at RNUS
from Oct. 23 to Dec. 8.
• Dr. Yoshimura held a series of four

lectures for introducing earthquake
engineering at Hayashi-cho
elementary school in Tokyo in
December. About seventy students
learned the meaning of seismic
vulnerability and importance ofcountermeasures through smallscale experiments.
• Dr. Kanada visited Seoul, Korea from
Nov. 3 to 5 to join the 2006 Korea
Concrete Federation Autumn meeting.
• Dr. Mayorca traveled to Lima, Peru
from Oct. 14 to 22 to introduce PPband retrofitting technique formasonry structures to several
governmental agency representatives.
• Dr. Sahamitmongkol stayed at AITfor his research work and teaching
duties at RNUS during Sept. 9-Dec.
18 and Dec.29-Mar.24.
• The RC-39 Committee met on
October 10. After the meeting Drs.
Kuwano and Miyazaki gave talks ontheir respective research activities.

AwardsCompton Backscattered Laser Photons• Drs. Kanada and Sahamitmongkol
Beam” and “Effect of Mix Proportion
received the “Best Concrete Researchand Cover Thickness on Electromagnetic
Award” at the 2nd Asian Concrete
Properties of Concrete Measured byFederation International Conference forRadar Method”, respectively.
their papers: “Radiography ofReinforced Concrete Structures Using • Dr. Worakanchana (Meguro

laboratory) received the “Excellent
Young Researcher Award” at
USMCA 2006 for his paper:“Voronoi Applied Element Method:
Theory and Application for Linear
and Non-linear Materials.”

ICUS Newsletter Vol. 6, No. 3381

page 8
Editor’s Note
The word that showed social
conditions in 2006 was “Life (Inochi:)”. This word was chosen by apublic advertisement company basedon an interview survey carried out in
all Japan. The reasons why people
chose "Life" may be classified into thefollowing four categories: 1. Imperial
prince “Hisahito” birth; 2. frequent
occurrence of suicide (child suicidecuased by bullying, suicide of seniorcitizen because of hard living
conditions, etc.); 3. frequent
occurrence of painful accidents andevents (deaths in traffic accidents
caused by drunken drivers, cruelmurders, sudden deaths by natural
disasters such as tornadoes, etc.); 4.
frequent occurrence of events thatmake life feel uneasy (execution of
nuclear test in North Korea, increaseof medical treatment expense load forsenior citizens due to medical carereforms, doctor shortage, etc.).

(Reference: http://www.kanken.or.jp/
event/index.html)
The year 2006 ended with two
unhappy news that symbolized theabove issues: the suicide of adolescents
who worried about being bullied and amurder by the victim’s relative. It is very
difficult to find the actual reasons
behind these events and to takecountermeasures against them.
However,
I
think
that
“Communication”
and“Consideration” are important key
words to solve these problems. It is very
difficult or impossible to guess what
other party thinks. However, it is mostimportant to make our best effort toguess it in order to make an excellent
interpersonal relationship. Then, do notforget to try to guess others' thinking as
mentioned above. You cannot
communicate with the other party when
thinking that you completely
understood other party's thinking.
Modesty is always important. This isalso important for ICUS. We tackle

If you would like to contribute an article to ICUS newsletter orhave any comment or suggestion, please contact the editorialcommittee at icus@iis.u-tokyo.ac.jp.
International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
E-mail: icus@iis.u-tokyo.ac.jp
http://icus.iis.u-tokyo.ac.jp/

International Center for
Urban Safety Engineering

382

Priest writing the kanji characterfor ‘Inochi’ or Life (Photo
courtesy of the Sankei Shinbun)
several problems in the field of urban
safety such as aging of structures,
natural disasters, environmental
destruction, etc. At this time, we should
not only pay attention to the object in
the concrete problem but also to thethinking of the users in the city. I am
wishing that our activity is useful for the
improvement of our “Life”.
(By Y. Kato)PRINTED MATTERICUS NEWSLETTER
International Center for Urban Safety Engineering

Institute of Industrial Science
The University of Tokyo

VOLUME 6 NUMBER 4
JANUARY-MARCH 2007

International Center for
Urban Safety Engineering

TSUNAMI RISK IN THAILAND
By
Absornsuda SIRIPONG*
Tsunami disasters, such as theone that occurred on December 26,
2004 can cause tremendous lost of
livelihood, properties and ecosystems
in many countries around the Indian
Ocean. Thailand was the fourth
affected country with a death toll of
8,396. A tsunami disaster mitigation
procedure is proposed for Thailand.
Tsunamis, with return periods of 475
and 975 years, may reach more than
20 m-height along the entire
subduction zone. Away from thesubduction zone, the amplitudes are

significantly lower, but there is strong
variability along the coastline ofThailand. In particular, the highest
recorded tsunami amplitudes are at
Kao Lak, Cape Pakarang (15.7
meter), which were hardest hit during
the 2004 event. The high waves along
this stretch of shoreline are evidently
caused by local bathymetry andtopography. This illustrates theusefulness of a method to identify
stretches of coastline that are
particularly vulnerable to tsunami
impact. The recent researches on real-

Resort villa buildings at Kao Lak damaged by the tsunami which
occurred on December 26, 2004 (Photo courtesy of Prof. K. Meguro)time tsunami prediction are important
to enable safe evacuation and coastalzone management. Withoutsophisticated system of instruments or
tsunami modeling, local people
should be given adequate informationon actual tsunami disasters,
characteristics of tsunami wave,
evacuation route and refuge places.
Knowing that a coastal area may besubjected to certain coastal hazards isimportant to create awareness. Risk
knowledge will help to manage it andto mitigate damage as a result.
Three fundamental areas of effort
to cope with tsunami disaster were
proposed by Dr. Eddie N. Bernard,
the Director of NOAA/PMEL(Pacif ic Marine Environmental
Laboratory): 1. Tsunami Hazard
Assessment, i.e. preparation ofinundation maps; 2. Tsunami
Warning, i.e. installation of sea level
gauge and seismometer networks anddeployment of tsunami detection
buoys; 3. Mitigation Program, i.e.,
preparation and analysis of tsunami
hazard and risk maps for emergency
management.
Before planning any method toprevent tsunami disaster, we should
first know where the tsunami risk
areas are. T he seismolog is t,geophysicist and geologist can map
the risk and tsunami hazard zone
from small scale (local area) to large
scale (whole country coastline) for383

page 2further planning. This can be donef r o m hi s t or i cal d at a an dpaleotsunami and past earthquake
records in the area of interest. During
the Workshop on Seismic Hazard in
Thailand, January 16-19, 2007 at
Chulalongkorn University, the Thai
scientists with assistance from theexperts from the US Geological
Survey (USGS), worked on anearthquake hazard map of Thailand.
Not all submarine earthquakes
generate tsunami. For the Indian
Ocean, two potential sources havebeen identified, namely Mekran near
Pakistan coast and the Andaman to
Sumatra subduction zone. The
frequency of historical tsunamis canbe found in many old documents,
p a i nt i n gs , a n d p r ox y d at a i ngeological time. The earthquake
source and geophysical characteristicsof the two tsunamigenic-earthquakess ho ul d b e i nvest i g at ed byseismologists. These data can beused to infer the tsunami recurrent
interval. Based on the plate tectonics
theory and the history of past eventsin the area, Professors Kerry Sieh
(California Institute of Technology)
and Emile Okal (Northwestern
University) roughly estimated thatthe recurrence interval for an oceanw i de t s un a m i g en er at ed by ama g ni t u de 9 . 3 su b mar i n eearthquake, similar to the December
26, 2004 event, occurring at the same
spot, is about 500-1000 years. The
recurrence interval at any one spot
for a local earthquake of magnitude 8
is roughly estimated at 120-400
years. The recurrence interval for a
local tsunami of magnitude 8, that
may occur anywhere along the 5,000
km long Indian-Burma trench isestimated to be about 30-100 years.
Given the range of numbers
provided above, a conservative
recur rence range for hazard
mitigation planning purposes can beprovided. Due to additional
uncertainties inherent in attempting topredict future natural hazard events,
500 years is used as a conservative
estimate for the magnitude 9 event
and 100 to 120 years, for a local
earthquake of magnitude 8. Overtime, it is likely that these numbers
will be refined as further studies in
specific areas are conducted.
Consideration should be given to
conducting studies that model the

ICUS Newsletter Vol. 6, No. 4384

tsunami impact for each country, as
different portions of the active
subduction zones around the Indian
Ocean rupture to relieve built up
stress. Both Sieh and Okal recognizethat the December 2004 event did not
relieve all stresses along the southern
portions of the Indian-Burma plates.
This may be the cause of Javatsunami on July 17, 2006.
Norwegian experts such as F.
Lø v h o lt and C.B. Harbitz(Norwegian Geotechnical Institute)proposed a model for future tsunami
risk for Thailand in both short andlong term. The earthquake source isdeveloped based on available
sei smological and geodetic
inversions, and the simulation using
the submarine earthquake source as
initial condition agree well with sea
l evel records and r un-up
observations. They concluded that
another megathrust earthquake
generating a tsunami affecting thecoastline of Thailand is not likely tooccur again for several hundredyears. This is in part based on theassumption that the Souther nAndaman Microplate Boundary near
the Simeulue Islands constitutes ageologic barrier that will inhibit
significant rupture across it, and inpart on the decreasing subduction
rates north of the Banda Ache region.
It was also concluded that the largest
credible earthquake along the part of
the Sunda-Andaman arc that could
affect Thailand, is within the next 501 0 0 ye ars an ear thquake ofmagnitude 8.5, which is expected tooccur with more spatial and temporal
irregularity than megathrust events.
Numerical simulations haveshown such earthquakes to cause
tsunamis with maximum water levels
up to 1.5-2.0 m along the west coastof Thailand, possibly 2.5-3.0 m on ahigh tide. However, in a longer time
perspective (say more than 50-100

years), the potentials for earthquakesof similar magnitude a n dconsequences as the 2004 event will
become g radually larger a n deventually pose an unacceptablesocietal risk. These conclusions
apply only to Thailand, since theeffects of an M 8.5 earthquake in thesame region could be worse fornor th-wester n S umatra, th e
Andaman and Nicobar Islands,maybe even for Sri Lanka and partsof the Indian coastline. Moreover,further south along the Sunda arc, thepotentials for large ruptures are now
much higher than for the region that
ruptured on December 26, 2004.
Paul Somerville, Hong Kie Thioand Gene Ichinose from URS
Cor poration, Pasadena Off ice
assessed the tsunami hazard over along time scale using Probabilistic
Tsunami Hazard Analysis (PTHA).
Probabilistic Seismic Hazard
Analysis (PSHA) has become astandard practice in the evaluationand mitigation of seismic hazards on
structures, infrastr ucture, andlifelines. Its ability to condense thecomplexities and variability ofseismic activity into a manageable setof parameters greatly facilitates thedesign of effective seismic resistantbuildings and infrastructures.
Although P S HA usua lly
considers the ground shaking hazard
from earthquakes, the same approach
can be used to estimate other seismic
hazards, such as fault displacement,
surface folding due to subsurface
faulting, soil liquefaction, lateral
spreading of soil, and landslides.
They have extended the capability of
PSHA to include tsunami wave
height at the shoreline.
PTHA can be used to identify
whether a significant tsunami hazard
may exist at a particular coastal
location or over a stretch of coastline.
If the hazard is found to be

Meeting held at Bangben School, Ranong in March 14, 2007
to explain about tsunami disaster and evacuation plan

page 3

Probabilistic tsunami hazard for the northeastern Indian Ocean for three return periods(From P. Somerville, Hong Kie Thio & Gene Ichinose, 2005, Probabilistic Tsunami Hazard Analysis,a report by personnel communication)
significant, then further analyses can the amplitudes are significantly lower, (Ken State University), J. Beitel andbe performed, such as:
but there is strong variability along the K. Moran (University of Rhode- Probabilistic tsunami run-up and coastline of Thailand. In particular, Island) studied the sedimentary
inundation calculations at the site the highest calculated tsunami characteristics of the 2004 Indianbased on the probabilistic tsunami amplitudes are at Kao Lak and Ocean tsunami. These studies showed
wave height at the shoreline
Phuket, which were hardest hit during the historical tsunami records in the- Probabilistic tsunami loss calculations the December 26, 2004 earthquake. sediment deposits.
based on the probabilistic run-up The high waves along this stretch of
and inundation
CONCLUSION
shoreline are evidently caused by local
In probabilistic ground motion bathymetry and topography. Thishazard analysis, the estimation of illustrates the usefulness of thisThe tsunami disaster mitigation
ground shaking level for a specified method in identifying stretches of can be done by mapping tsunami
magnitude and distance from the coastline that are particularly hazard and risk on the vulnerable
source is based on ground motion vulnerable to tsunami damage
coasts. T he researches o nattenuation relations. This kind of
Historical tsunami and tsunami probabilistic tsunami hazard andapproach is not feasible for tsunamis, deposit data are also important for tsunami recurrence are useful for
because fault orientation and ocean assessing the tsunami hazard. Past developing an evacuation plan andbathymetry cause a large variability in records provide clues to what might coastal zone management. The
the height of the tsunami, which is not happen in the future, such as practical applications of tsunami riska simple function of the distance to frequency of occur rence and assessment, in both quantitative andthe source. To estimate the tsunami maximum wave heights. Instrumental qualitative terms, for implementation
height at a particular location along and written records do not often span into mitigation strategies for thethe coast for a given earthquake, they over a long enough time to assess the terrestrial and marine environments
have adopted a waveform excitation full range of a region’s tsunami include:
and propagation approach instead of hazards. Therefore V. Brocko 1) Building Codes (potential damage
trying to develop tsunami attenuation (University of Colorado) and P.
due to wave action and flooding)relations. They computed the Dunbar (US National Geophysical 2) GIS Mapping
complete tsunami wave field for each Data Center) are developing a 3) Land-use Planning (taking noteearthquake scenario.
of wave action & flooding)
Tsunami Deposit Database. For
They have carried out preliminary paleotsunami studies in Thailand, Dr. 4) Disaster Planning (in identified
tsunami hazard calculations for the Brian Atwater from USGS ishazard zones)
Sumatra-Andaman subduction zone developing regional cooperation and 5) Emergency Management
based on the earthquake recurrence cross-learning with field exercise in 6) Emergency Personnel Training
model of Peterson et al. (2004), who Phang-nga to forecast the next
(necessary aspects relevant toperformed a PSHA for the island of tsunami in the Indian Ocean as wellmarine situations)
Sumatra and surrounding regions. as to build capacity for tsunami 7) Rescue and Response (cargo,
The calculations use a set of 2,000 hazard assessment. The taphonomy
tourist, inter-islands f ishing
scenario earthquakes to provide a of sediments deposited by the Indian
community, marine situations
probabilistic description of tsunami Ocean Tsunami along the west coast
related to shipping, recreational
wave height occurrences in the region. of the Malay-Thai Peninsula wasboating)
In the figure on top of this page, the studied by University of Pennsylvania 8) Insurance Needs
probabilistic tsunami wave heights for group (B.P. Horton, A. Hawkes and S. 9) Community Education
return periods of 72, 475 and 975 Engelhart). J.R. Schmidt, M.E. Kirby 10) Simulated Tsunami Drill andyears, corresponding to probabilities and B.P. Rhodes from California State
Exercisesof exceedance of 50%, 10% and 5% University studied the Holocene
in 50 years are shown.
* Professor,
coastal lagoon for paleotsunami
At return periods of 475 and 975 deposits at Kamala Beach, Phuket
Marine Science Department,
years, tsunami heights reach more and Tap Lamu, Phang-nga Province,
Faculty of Science
than 20 m along the entire subduction Thailand. At Ban Talae Nok, Ranong
Chulalongkorn University
zone. Away from the subduction zone, province, K. Monecke and A. Moore
Bangkok, Thailand

ICUS Newsletter Vol. 6, No. 4385

page 4

Drought Monitoring Using Remote Sensing and Memories of
Stay at the Asian Institute of Technology, Thailand
I had been seconded to the Asian
Institute of Technolog y (AIT),
Thailand, from ICUS as a long-term
Japan International Cooperation
Agency (JICA) expert and Visiting
Assistant Professor for two years since
February 2005. Just after comingback to ICUS, I moved to Kyoto
University in March 2007. In thisarticle, I report my research activities
in AIT and the history of collaboration
between AIT and Japan.
DROUGHT MONITORING
USING REMOTE SENSING
The northeastern part of Thailand
has periodically experienced severe
droughts. One definition of drought,
agricultural drought, is said to occur
when there is insufficient soil moisture
to meet the needs of a particular crop at
a particular time. Drought monitoringaround Thailand, Laos and Cambodia,
especially agricultural drought, isbecoming increasingly important.
Remote sensing is capable ofmonitoring drought because it
simultaneously detects spectral datafrom the surface of a wide area.
Actually, several physical parameters
can represent the severity of drought
condition. Roughly divided, opticalregion (visible to infrared regions) andmicrowave region can be used to detectsuch parameters. For example, theSurface Energy Balance Algorithm forLand (SEBAL) predicts land moisture
indicators such as Bowen-ratio andevaporation fraction from visible, nearinfrared and thermal-infrared
radiances through surface energybalance equation. On the other hand,microwave sensor is better to detectvolumetric soil moisture and water
body rather than optical sensor
because the dielectric constant of waterin microwave region can be easily
discriminated from dielectric constantsof other matters. The author examined
techniques required to estimate soil
moisture from Synthetic Aperture
Radar (SAR) data, which is one of theactive microwave remote sensing.
The author has installed
equipments and measured soil
moisture at several paddy fields in
Buriram Province, northeastern
Thailand from October 2005.

ICUS Newsletter Vol. 6, No. 4

386

Japanese Earth Resources Satellite-1(JERS-1)/SAR images observed from1992 to 1998 were available aroundfield measurement sites. Firstly, theIntegral Equation Method (IEM),
which models scattering of
microwaves between different matters,
was used. In the present research,surface roughness was measured byleveling. Autocorrelation length of
surface roughness, a quite difficult
parameter to measure, was stably
calibrated. By applying the IEM
model to temporal JERS-1/SAR
images, temporal change of soil
moisture was estimated. Then, soil
moisture distribution was mappedfrom 1992 to 1998. Long-term
observation is quite indispensable torepresent the regional trend of soil
moisture distribution. It was foundthat temporal JERS-1/SAR data arequite informative about regional
characteristics of soil moisture.
From time to time, highexpectations are given to real or nearreal time monitoring using remotesensing. However, in Thailand, it isquite difficult to obtain cloud-free
optical image, and accordingly,
difficult to exactly understand thesurface conditions on a daily basis.
Early drought warning system cannot
be achieved without optical remotesensing. While SAR can detect at allweather conditions and nighttime, thefrequency of the observations, dozens
of days, is low. Due to such longrecurrent periods, SAR cannot beutilized for the real/near-real time
monitoring. However, SAR images arehighly capable of mapping distributionof potential soil moisture. The author

expects that using both SAR data andoptical data, it would be possible tobetter prepare for droughts.
COLLABORATION BETWEENAIT AND JAPANDispatching JICA experts to AIT
by Japanese Government started in1969. Long-term experts, i.e. withlonger than six months stay, amounted
to 118 persons. Lately, Japan started
to gradually withdraw support to AIT.
Eventually, it was decided that I would
be the last long-term JICA expert
dispatched. Other than me, there areother Japanese faculty members, four
directly hired by AIT and four
seconded by other institutes of Japan
including Dr. Kato from ICUS.
In spite of this, the Japanese
Government is still interested incontributing to the humandevelopment of South and Southeast
Asia, and recognizes that AIT can be apartner to meet this purpose.
Collaboration between AIT and many
Asian universities has become more
and more active in terms of researchand education. Moreover, manymaster students of AIT are eager tostudy in Japan and obtain Ph.D.
degrees with the support of Japanese
Government scholarships. Actually,
the Department of Civil Engineering,
the University of Tokyo has welcome
many students from AIT. Withconsideration of these different levels
of interactions, I believe that AIT andJapanese universities will continue tocollaborate in the future.
(By J. Susaki,
Graduate School of Engineering,
Kyoto University)

Mean of volumetric soil moisture of Burram Province, Thailand
in dry season (Upper: March and April)and rainy season (Lower: July and August)page 5

IIS — Chula Unisearch Workshop for Urban Safety
The first joint workshop between theInstitute of Industrial Science (IIS), The
University of Tokyo and the Civil
Engineering
Department,
Chulalongkorn University was held at
the Engineering Building of
Chulalongkorn University on February
27, 2007. Fifty-seven participants
attended the workshop.
The workshop began with opening
speeches by Professors Y. Yasuoka and
P. Lukkunaprasit. The following topics
were presented:- ‘Seismic Hazard Mitigation — The

Thailand Experience’ by Prof. Panitan
Lukkunaprasi.
- ‘Fire Egress Analysis for Buildings’ by
Assistant Prof. Thanyawat Pothisiri.
- ‘Importance of Maintenance ofConcrete Structures for Urban Safety’by Prof. T. Uomoto.
- ‘Blast Load Test on Ferro cement
Bomb Baskets’ by Dr. Thanakorn
Pheeraphan.
- ‘Satellite Observation Network forEnvironment and Disaster Monitoringin Asia’ by Prof. Y. Yasuoka.
- ‘Rainfall Estimation by Remote

Sensing Instruments’ by Dr. Virat
Chatdarong.
- ‘Urban transportation Safety: Current
Situations and Improving Strategies’ by
Assistant Prof. Kasem Choocharukul.
The workshop was closed with aspeech by Prof. Uomoto. At the end of
the workshop, it was agreed to hold thesimilar workshop at least once a year
from now on. The participants were
mostly engineers from industries andresearch institutes of Thailand.
(By T. Uomoto)Symposium on Japanese Contribution to Worldwide Disaster Mitigation
On January 18, 2007, thesymposium entitled “From Japan to theWorld: Initiatives to reduce seismic
vulnerability” was held at the Kobe
International Convention Center. Sixpresentations were delivered:- Ms. M. Suzuki, Shanti Volunteer
Association: “What has SVA recently
done for natural disaster mitigation indeveloping countries?”- Mr. M. Yoshitsubaki, Citizens Towards
Overseas Disaster Emergency:“CODE’s activities for addressing therecovery of affected people: What issafe and secure housing?”- Prof. K. Meguro, ICUS, The
University of Tokyo: “US$100
Retrofitting Method for MasonryHouses: Recent activities”- Dr. M. Takashima, Fuji Tokoha
University: “Development of a New
Tsunami Disaster Mitigation System
Considering the Regional
Characteristics in the Indian Ocean
Rim Countries”- Prof. K. Okazaki, National Graduate
Institute for Policy Studies: “Japanese
Government Activities for Improving
Low Earthquake Resistant Structuresin Developing Countries”- Prof. J. Kiyono, Kyoto University:“Cooperation Activities for Soil Testingand Disaster Education Supporting
Activities between Japanese andIndonesian University Students”
After the presentations, discussion
was opened. Because the number andfrequency of seismic events is relatively
low, the importance of sharing
experiences was highlighted. It was alsomentioned that funding for disastermitigation is limited and affects thesustainability of non-governmental
agency organizations.
(By K. Meguro)

RNUS Activities
Inspection of Reinforced Concrete
Bridges exposed to Marine
Environment in Thailand
RNUS conducted a project for theinspection of reinforced concrete
bridges exposed to marine
environments. Five bridges in 3
provinces in Eastern Thailand, namely
Samutprakan, Chonburi, andChanthaburi, were investigated. The
aim of this project is to collect data
about reinforced concrete bridges inThailand, especially related to their
durability. The project was led by Mr.
Pakawat Sancharoen, currently adoctoral candidate at the Graduate
School of Civil Engineering, theUniversity of Tokyo, with thecollaboration of a group ofundergraduate students from
Rajamangala University of Technology
Thanyaburi, Thailand. This project was
financially supported by the Central
Research Institute of Electric Power
Industry, Japan.
RNUS Seminar
Dr. Wonsiri Punurai, Lecturer of the
Department of Civil Engineering,
Faculty of Engineering, Mahidol

University delivered the presentation‘An Introduction to Ultrasonics and Its
Application for Characterization of
Cement-Based Material’ for the RNUS
seminar held on February 8, 2007. She
introduced the fundamental principles
of ultrasonic waves with examples of
their application in ConcreteEngineering. The seminar received aremarkable interest from graduate
students, researchers, as well as
instructors of the School of Engineeringand Technology (STE), Asian Instituteof Technology (AIT).
(By R. Sahamitmongkol)

Locations of the bridges
targeted by RNUS study

Inspection team taking sample
to determine chloride concentration

Dr. Wonsiri Punura (second from left),with Instructors of the STE, AITICUS Newsletter Vol. 6, No. 4

387

page
page 6
6The
The First
First IISIIS Alumni
Alumni Party
Party was
was held
held inin Bangkok
BangkokThe
The first
first IISIIS Alumni
Alumni party
party was
was held
heldinBangkokon
February26,
in Bangkok on February 26, 2007.
2007. ItIt
was
was attended
attended byby 17
17 membermember including
includingProf
Prof Y.
Y. Yasuoka,
Yasuoka, Prof.
Prof. T.
T. Uomoto,
Uomoto, Dr.
Dr. Y.
Y.
Kato
and
Dr.
R.
Sahamitmongkol
Kato and Dr. R. Sahamitmongkol andandwas
was held
held at
at thethe Pathumwan
Pathumwan Princess
Princess
Hotel,
Bangkok.
Hotel, Bangkok. As
As thisthis was
was thethe first
first
IIS
Alumniparty
outsideofIIS Alumni party outside of Japan,
Japan,
Prof.
Prof. Y.
Y. Yasuoka
Yasuoka mademade anan opening
openingspeechspeech on
on behalf
behalf ofof thethe Director
Director
General
of
IIS,
Prof.
M.
Maeda.
General of IIS, Prof. M. Maeda.
The
The participants
participants introduced
introduced
themselves
themselves andand selected
selected Prof.
Prof. Suvit
Suvit as
as
the
first
president
of
the
IIS
the first president of the IIS Alumni
AlumniBangkok
Bangkok branch.
branch. It
It waswas also
also agreed
agreed to
to
hold
such
party
once
every
one
hold such party once every one oror twotwoyears.
years.
(By(By T.
T. Uomoto)
Uomoto)Group
Group photo
photo ofof thethe participants
participants
at
the
end
of
at the end of thethe party
party

Prof.
Prof. Meguro
Meguro promotes
promotes earthquake
earthquake disasterdisaster mitigation
mitigation inin IranIranProf.
Prof. K.
K. Meguro
Meguro participatedparticipated inin thethe“Workshopon
Strengthening“Workshop on Strengthening
Earthquake
Earthquake ResistantResistant Capacity
Capacity ofof
Masonry
Housesin
Iran”
Masonry Houses in Iran” jointly
jointlyorganizedorganized byby thethe Building
Building andand Housing
Housing
ResearchCenter(BHRC),
Research Center (BHRC), thethe JapaneseJapanese
Ministry
Ministry ofof Land,Land, Infrastructure,
Infrastructure, andandTransportation(MLIT),
Transportation (MLIT), thethe Japan
Japan
Bank
Bank forfor International
International Cooperation
Cooperation(JBIC),the(JBIC), the Infrastructure
Infrastructure Development
Development
Institute
Institute (IDI),(IDI), andand The
The University
University of
of
Tokyo
at
BHRC,
Teheran,
Tokyo at BHRC, Teheran, on
on March
March
14,
14, 2007.
2007. The
The event
event waswas attended
attended bybyapproximately
sixty
participants
approximately sixty participants
includingincluding representatives
representatives ofof thetheKermanRecoveryReconstruction
Kerman Recovery Reconstruction
Agency,Agency, thethe Japan
Japan International
International
Cooperation
Cooperation Agency,
Agency, JBIC,
JBIC, thethe Foreign
Foreign
Affairs
MinistryoftheAffairs Ministry of the JapaneseJapanese
Government,
Government, Iranian
Iranian academicians,
academicians,
andprofessional
and professional engineers.
engineers. The
The
workshop
workshop was
was opened
opened with
with speeches
speechesfromfrom Prof.
Prof. Heidarinejad
Heidarinejad (BHRC),(BHRC), Mr.
Mr.
N.
N. Yamane
Yamane (MLIT),(MLIT), andand Mr.
Mr. H.
H.

Matsunaga
Matsunaga (JBIC).
(JBIC). After
After them,
them, thethefollowingpresentations
were
following presentations were delivered:delivered:-- Mr.
Mr. M.
M. Sugahara:
Sugahara: “Earthquake“Earthquake
disaster-prevention
disaster-prevention measures
measures ininJapan”
Japan”-- Dr.
Dr. T.
T. Tsugawa:Tsugawa: “Latest“Latest earthquake
earthquake
resistantanddamping
resistant and damping technology
technology ininJapan”
Japan”-- Mr.
Mr. Eng.
Eng. Zamani:
Zamani: “Results“Results ofof static
staticloading
test
onmasonryloading test on masonry wall
wall
specimens
specimens reinforced
reinforced byby PP-mesh”
PP-mesh”-- Dr.
Dr. Hasan
Hasan Moghadam:
Moghadam: “Practical“Practicalretrofittingretrof itting experiments
experiments forformasonry
masonry buildings”
buildings”-- Mr.
Mr. Eng.
Eng. Honarbaksh:
Honarbaksh: “Practical“Practicalretrofitting
retrofitting experiments
experiments forfor Iranian
Iranianpublicpublic schools”
schools”-- Prof.
Prof. K.
K. Meguro:
Meguro: “PP-mesh“PP-meshtechnology
technology andand its
its availability/
availability/
applicability
applicability forfor masonry
masonry houses”
houses”-- Mr.
Salehi,DeputyMr. Salehi, Deputy Governor
Governor ofof
KermanKerman Province:
Province: “Earthquake“Earthquake
disasterdisaster control
control policy
policy andand specificspecific
countermeasuresin
eachcountermeasures in each province”
province”

DuringDuring thethe workshop,
workshop, greetings
greetings
fromtheJapanesefrom the Japanese Embassy,
Embassy, delivereddeliveredbyby Mr.
Mr. T.
T. Yawata,
Yawata, were
were conveyed
conveyed ..
The
The proposal
proposal ofof retrof
retrof itting
ittingadobe/masonryhousesbyadobe/masonry houses by PP-meshes
PP-mesheswaswas welcomed
welcomed byby thethe audienceaudience asas ananalternative
to
solve
the
problemalternative to solve the problem ofof
many
many low
low earthquake
earthquake resistantresistant houses
houseswhich
which isis currently
currently thethe largest
largest issue
issue forforearthquake
disaster
mitigation
earthquake disaster mitigation inin Iran.
Iran.
The
The Iranian
Iranian researchresearch community
community
expressed
its
eagerness
expressed its eagerness toto explore
explore this
this
optionandassessthefeasibility
option and assess the feasibility ofofadopting
adopting it.
it. After
After thethe 1991
1991 Manjil
ManjilEarthquake,
Earthquake, adobe
adobe houses
houses have
have been
been
officiallybutunsuccessfully
officially but unsuccessfully bannedbanned inin
Iran.
Iran. Therefore,
Therefore, it
it is
is aa great
great
accomplishment
accomplishment thatthat discussions
discussions ononthepossibility
toretrofthe possibility to retrof itit adobe
adobe
structures
structures toto prevent
prevent their
their collapse
collapse
havestartedinIran.
have started in Iran.
(By(By K.
K. Meguro)
Meguro)

BNUS
BNUS Activities
Activities
Armenitola
Armenitola Governmental
Governmental HighHigh
SchoolSchool isis situatedsituated inin thethe most
most densely
denselyandand hazardous
hazardous area
area ofof OldOld Dhaka.
Dhaka. In
In
order
to
increasetheknowledge
order to increase the knowledge basebase
andand makemake thethe students
students fully
fully aware
aware ofof
their
statusduringandafteratheir status during and after a disaster,
disaster,
BNUS
BNUS has
has provided,
provided, forfor thethe last
last couple
coupleofof months,
months, different
different earthquake
earthquake related
relatedtrainings
trainings thatthat may
may help
help inin reducing
reducing thethelossesduetoanearthquake
losses due to an earthquake ..
The
The short
short course
course on
on First
First Aid
Aid
trained77
students
ofclass
trained 77 students of class VI
VI to
to IX
IX
from
from Nov.
Nov. 30
30 toto Dec.
Dec. 2,
2, 2006.
2006. Each
Each
day
day they
they underwent
underwent aa 3-hour
3-hour training
training
on
First
Aid.
The
generalon First Aid. The general knowledge
knowledgeonon primaryprimary treatment
treatment andand special
special care
care
ofinjuries
especiallywithcasualtyof injuries especially with casualty dueduetoto earthquake
earthquake waswas givengiven emphasis
emphasis inin
thisthis program.
program.
Next,
Next, thethe searchsearch andand rescue
rescue (SAR)(SAR)

training
training program
program on
on how
how toto dealdeal with
withcasualty
casualty after
after aa disasterdisaster was
wasconsidered.
considered. Thirty-threeThirty-three students
students out
out of
of
77
first
aid
trainee
students
77 first aid trainee students were
wereselected
selected forfor instruction
instruction fromfrom December
December
10
to
12,
2006.
Here
the
10 to 12, 2006. Here the students
students learnt
learntabout
about different
different stages
stages ofof SAR,
SAR, different
different
stylesstyles ofof rescue
rescue fromfrom aa damage
damage sector
sectorofabuilding,
techniqueofof a building, technique of stretcher
stretcher use
use
withwith casualty,
casualty, casualty
casualty evacuation
evacuation with
withfiremanfireman using
using aa chair
chair knot,
knot, technique
technique ofofdebriscleaning,
etc.
debris cleaning, etc.
Finally,
Finally, aa safety
safety drill
drill onon thethe whole
whole
scene
due
to
an
earthquake
scene due to an earthquake andand thethedutiesduties ofof thethe public
public waswas demonstrated
demonstrated
byby thethe trained
trained students
students at
at Armenitola
Armenitola
Governmental
High
School,Governmental High School, Dhaka
Dhaka onon
February
23,
2007
to
have
a
February 23, 2007 to have a clear
clear cut
cut
view
view ofof thethe earthquake
earthquake situation.
situation. One
One
hundredfifty
students
participatedhundred fifty students participated ininthethe drill.
drill. The
The program
program waswas carried
carried out
out
under
the
leadershipofalready
under the leadership of already trained
trained33
33 students.
students. The
The guardians
guardians andand thetheschoolauthority
werepresent
school authority were present inin thetheprogram,program, inin whichwhich thethe students
students
presented
presented their
their duties
duties before,
before, during
duringandand after
after anan earthquake.
earthquake. To
To increase
increaseawareness,
awareness, each
each school
school student
student was
was
given
an
awarenessposter.
given an awareness poster.
(By M.
M. Ansary)
Ansary)(By

ICUS
ICUS PARTICIPATIONPARTICIPATION –– IISIIS OPEN
OPEN HOUSE
HOUSE

ICUS
ICUS Newsletter
Newsletter Vol.
Vol. 6,
6, No.
No. 44388

Participants inin thethe Safety
Safety Drill
Drill
ParticipantsonEarthquake
on Earthquake

page 7

ICUS Expands its Collaboration Network
Three new Memorandums ofUnderstanding (MOUs) were signed
between ICUS and the Department ofCivil Engineering of the Shibaura Instituteof Technology, Japan; the Global u-City
Construction & Information (Gucci) Hub
Department of Civil Engineering (BK21),

Han Yang University, Korea; and theDepartment of Construction Engineering,
National Kaohsiung First University of
Science and Technology, Taiwan. The
objectives of these agreements are to foster
the exchange of researchers, information,
and academic materials, to conduct joint

researches, and to organize academic
meetings, symposia, and workshops.
All these three institutes have very
close research interests with ICUS and weare looking forward to having a fruitfulcollaboration among us.
(By P. Mayorca)

Scholars from National KaohsiungFirst University of Technology
in a previous visit to ICUS

Delegation from Shibaura
Institute of Technology
during visit to ICUS

Professors Byung-Wan Jo
and Taketo Uomoto
after signing MOU

Dr. Shinji Tanaka joins ICUS
Dr. S. Tanaka joined ICUS fromMarch 1st, 2007. He received his
Master degree from the University ofTokyo in 1999. After working as a
researcher at the National Institute forLand and Infrastructure Management,
he became a Research Associate at theInstitute of Industrial Science, andobtained his Doctor of Engineering
Dr. Shinji Tanaka
Degree from The University of Tokyoin 2007.
engineering, and his research interests
His major research field is traffic are traff ic control, operation,

management and traffic behavior
analysis. In his doctoral dissertation, heanalyzed the influence of on-street
parking on traffic flow, proposed a new
on-street parking management schemewith creating parking spaces on street,and evaluated it by traffic simulator anddriving simulator. Joining ICUS, hewill conduct researches for asustainable city from an aspect oftraffic and transport.
(By T. Uomoto)

ICUS Activities• Prof. Uomoto visited RheinischWestfälische Technische Hochschule
Aachen University, Dusseldorf,
Germany from February 10 to 14
together with Dr. Kato. They attended aseminar at the Bundesanstalt fur
Materialforschung und -prufung (BAM.)• Prof. Uomoto and Dr. Kato visited the
Bosporus Channel Tunnel construction
site at the Bosporus Strait, Istanbul,
Turkey from February 14 to 18, and held
meetings with relevant personnel .
• Prof. Uomoto attended the joint
workshop between the Institute ofIndustrial Science (IIS), The
University of Tokyo and the Civil
Engineering
Department,
Chulalongkorn University held at
Bangkok, Thailand on February 27.
He also joined the IIS Alumni party
was held in Bangkok on February 26.
• Prof. Meguro attended the High Level
Meeting arranged by the Japan Scienceand Technology Agency, the National
Research Institute for Earth Scienceand Disaster Prevention, the Ministry ofConstruction and Urban Development,
the Research Center for Astronomy andGeophysics and the World Seismic
Safety Initiative in Mongolia fromFebruary 6 to 8. He made a presentation
on “Seismic Damage to Brick and Weak
RC Structures.”• Prof. Meguro visited Teheran, Iran toattend the “Workshop on
Strengthening Earthquake ResistantCapacity of Masonry Houses in Iran”
held in March 14. He introduced there
the latest developments of PP-band
retrofitting for masonry houses.
• Dr. Kato stayed at AIT for his research
work and teaching duties at RNUS
from January 29 to March 2.
• Dr. Kanada visited Korea from March
11 to 16 to deliver the lecture entitled“Recent new NDT method forinfrastructures” at the Han Yang
University and the Korea Highway
Corporation.
• Dr. Sahamitmongkol stayed at AIT for

his research work and teaching
duties at RNUS from December 29,
2006 to March 24, 2007.
• Prof. Byung-Wan Jo, Director of the
Global U-City Construction andInformation (GUCCI), Hub
Department of Civil Engineering(BK21), Han Yang University, visited
ICUS on February 22 to sign amemorandum of understanding withICUS.
• A delegation of scholars from Shibaura
Institute of Technology visited ICUS
on March 8. ICUS members briefly
introduced their research topics.
Future possible research collaboration
directions were discussed.
• After 3 years of research activities, theRC-39 Committee held its last
meeting to summarize its work
output on March 28. After it, Prof.
Amano delivered the speech:“Examples of cooperation with anacademic institution: ICUS, IIS, The
University of Tokyo.”

ICUS Newsletter Vol. 6, No. 4389

page 8
Editor’s Note
I have worked as the director of
ICUS since April 2001 and I am
retiring from ICUS at the end of
March, 2007. In these six years,
many problems occurred related tourban safety, such as NiigataChuetsu Earthquake (Japan,
2004), terrorist attacks on theWorld Trade Center (US, 2001),
asbestos problems (Japan, 2005),
Sumatra Earthquake and Tsunami(Indian Ocean Rim, 2004), fakedbuilding design scandal (Japan,2005), among others. Even in
M arch t h i s yea r, t wo l a rge
earthquakes, the Notohantou
earthquake (Magnitude : 7.1) inJapan and another in Indonesia(Magnitude : 6.4), killed people asreported by newspapers and TV

programs.
It is impossible to eliminate all
the hazards which may happen in
the world. All we can do is reduce
the number of deaths and otherdamage due to these hazards byensuring people use infrastructuresafely enough. After the Sumatra
Ea rt h quake,peopleandgovernments in South and South
East Asia started projects to monitor
tsunamis in the Indian Ocean, toteach the people about the tsunami
hazard, and to warn people after anearthquake as soon as possible.
Actually, when a smaller earthquake
occurred in Indonesia after the
Sumatra Earthquake, people livingon the coastal lines tried to run
away from the shores having thetragedies of the Sumatra Earthquake
fresh in their minds.

If you would like to contribute an article to ICUS newsletter orhave any comment or suggestion, please contact the editorialcommittee at icus@iis.u-tokyo.ac.jp.
International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
E-mail: icus@iis.u-tokyo.ac.jp
http://icus.iis.u-tokyo.ac.jp/

International Center for
Urban Safety Engineering390

Although ICUS members havebeen working very hard to reduce
the negative impacts of hazards, it is
not an easy task to accomplish.
During my stay at ICUS, we tried toconcentrate mostly on preventing
disasters by all means. Some of theoutputs of these works have alreadybeen published as reports, and someare still undergoing, such as a newdisaster management system for the
Hospital of the University of Tokyoand seismic strengthening ofimportant buildings in the smaller
cities in Japan.
I would like to thank all ICUS
members for supporting me during
these six years and I hope ICUS willcontinue its works to produce amuch safer world from now on.
(By T. Uomoto)

PRINTED MATTERICUS NEWSLETTER
International Center for Urban Safety Engineering

Institute of Industrial Science
The University of Tokyo

VOLUME 7 NUMBER 1
APRIL-JUNE 2007

International Center for
Urban Safety Engineering

IMPORTANCE OF TECHNICAL AND SOCIAL PROBLEMSTO PREVENT FALSE STRUCTURES FOR URBAN SAFETY
By
Taketo UOMOTO*INTRODUCTION
In November 2005, a big shock
struck Japanese society throughnewspapers, radios and TV programs.
Mr. Hidetsugu Aneha, a first-classcertified architect confessed that hefaked records to make substandard
buildings look like they met Japan's
anti-earthquake requirements. He
mentioned that he began faking
earthquake safety data around 1998,
when a developer asked him to cut costsby reducing the amount of steel
reinforcement below the compulsory
minimum in a Tokyo apartment project.

The newspapers mentioned that at least
99 structures which he designed may
collapse even in a moderate earthquake.
Such news had never been reported
in Japan. The people, who boughthouses paying large amounts of money,
lost everything except the commitment
to return the bank loan. If such adisaster was caused by a natural hazard(earthquake, tsunami, flood, fire, etc.),
Japanese people and government would
surely try to help the victims by allmeans. But in this faked design case, it
is not easy to persuade the people of ourcountry to support the victims.

PROBLEMS RELATED TO
FALSE WORKS
The problems related to false works
reported by newspapers, magazines,
etc. can be classified as follows:- Group 1: Mistakes by engineers
and workers- Group 2: False works due toinsufficient knowledge- Group 3: Intentional false works
knowing that they are
difficult to be detected
It is difficult to eliminate all
problems belonging to Group 1. Any

Collapsed RC bridge due to the 1995 Kobe Earthquake391

page 2

Cracks on retaining wall due tothe use of reactive aggregates

Corrosion of steel due to the useof sea sand as fine aggregate
person can make a mistake but this isof particular concern for engineers.
Considering this, most of thespecifications, guides, instructions
and books are published showing
both how to prevent mistakes andhow to check the accuracy of theresults. If we look at some of thebooks, we can easily f ind data
showing the percentage of “error”
based on numerous data surveyedfrom many construction works. As
an example, the design codes give thestandard error in bar arrangements,
form arrangements, etc.
Workers and engineers, especiallythose without sufficient knowledge
and experience, may easily create
problems belonging to Group 2. In
1960’s and 1970’s, chloride induced
corrosion of steel reinforcing bars due
to sea water were repor ted byresearchers, but concrete engineers
were not much concerned about thechloride contained in sea sand which
was used as fine aggregate. As aresult, many important concrete
structures, such as railway bridges in
the wester n par t of Honshu,
deteriorated within 20-30 years, as
shown in the picture on the upper left
corner of this page. In the late 1980’s
when evidences of “alkali-aggregate
reaction of concrete structures” werereported to the Japanese concrete
society, neither concrete engineers
nor concrete researchers believed in
the problem. Most civil engineers
and concrete engineers in Japan
thought that alkali-aggregate reaction
did not occur in our countr y.
Teachers and professors teachingconcrete technology explained that noproblems of alkali-aggregate reaction
have been reported in Japan that far.

ICUS Newsletter Vol. 7, No. 1

392

As a result, many concrete structures
which used reactive aggregate
extensively cracked even whenprovided with steel reinforcement.
The figure above is an example of
this.
The “Aneha” problem is the
typical example of Group 3. Maybeit was not such from the beginning,
but as the system consistently failed
to detect Mr. Aneha’s faulty works, he
may have realized the system flaws
and how to take advantage of them.
Similar problems are “addition ofwater” to ready mixed concrete at thesite, lack of bond length of anchoringbars for anti-falling apparatus, etc.
The details of these problems are
explained in the following section.
PROBLEMS OF“WATER ADDITION” AND“ANCHORING BARS”
Addition of illegal water to readymixed concrete
Addition of water to ready mixed
concrete has been strictly prohibitedin Japan. But due to several reasons,such false works can be found atsome of the construction sites. As

shown in the figure below, when
ready mixed concrete is carried fromthe concrete plant to the site, it often
takes more than 30 minutes due totraffic conditions. As a result, theconcrete slump reduces due to theevaporation of mixing wa te r
especially in hot climate. Since1970’s, it is common to use concrete
pumps to cast the concrete in place.
The pumpability of concrete ismainly governed by the fluidity andsegregation resistivity of concrete.
Generally speaking, it is easier toconvey the concrete with higher
slump to the casting place than lower
slump concrete. To increase theslump of transfer red concrete,
addition of water is the easiest and it
does not imply any additional cost.
Addition of such illegal water toconcrete can be done within 30
seconds without being discovered by
the engineers at the site. Even when
additional water is added to theconveyed concrete, it is difficult tof ind out the amount by regularinspection methods.
As shown in the figure on theupper left corner of next page, if wehave to increase the slump of
concrete from 8cm to 18cm, with thesame concrete strength, the cost
increment will be about ￥1000 per
cubic meter. This is about 8% for a
concrete of 30N/mm2 strength evenwhen plasticizer is used. This cost
increment is not affordable by theclient nor by the constructor. On theother hand, water addition increases
the slump at no cost, but reduces theconcrete strength about 15% and also
the concrete durability.
Considering these evidences, theIllegal addition of water to ready mixed concretepage 3

Price versus strength of concretewith different slumps (2003)
Ministry of Construction introduced
a method to inspect the water content
of concrete by Non-Destructive
Testing (NDT) since 2003. Although
the NDT measuring apparatus is notalways accurate enough, such asystem may reduce the “illegal
addition of water” to certain extent.
Anchor bolts for seismic safety
When the 1995 Kobe Earthquake
occurred, many bridge piers weredestroyed due to enormous force
acting on the structures and many
bridge girders fell off from the piersby the seismic force as shown in the
cover of this newsletter issue. The
cars on the bridge easily fell downfrom the bridge even after theearthquake.
To prevent such a disaster several
types of apparatuses, such as the ones
shown in the photos on the upper
right corner of the page, were
installed to the existing piers toprevent the falling of the bridge
girders and maintain the structures
for a longer period of time.
To install such apparatuses,
anchor bolts must be embedded into
the existing piers by coring theconcrete to the specified depth. The
existing structures have been used for
as long as 50 years and design
drawings are not available in somecases. Even when design drawings
a r e s t i l l avai l abl e, t h e b ararrangements in the actual structure
may not coincide well with thedrawings.
When drilling is done, there is ahigh possibility that the core drill
may hit the embedded steel bars.
What did the workers do in this case?
They behaved in two ways as shownin the figure on the right:
1) Stop the drilling at the depth of
the steel bars.
2) Drill the concrete and steel to thespecified depth.
As a result, some anchored boltsl ack bond length, and some
reinforcing bars in the structures
were cut. In Case 1, anchor bolts
may not be strong enough against
seismic forces, and the pier strength
is reduced to form cracks in Case 2.
The Ministry of Construction
mentioned that about 2% of thewhole anchor bolts used in roadbridges had problems so far and they
asked the contractors to reinstall thefalse anchor bolts. To prevent suchproblems, inspection must be done
properly. One of the most effective
method is to utilize NDT. The
inspection must be done before andafter the installation of anchor bolts.
Ultrasonic method may be useful toinspect the length of bolts andelectromagnetic method may be
useful to detect the steel bars inconcrete before drilling.
SYSTEMS TO BE SETUP
As explained above, many
problems are occurring at the site.
Until now, the systems being used inour country are all based on Japaneseculture and ethics in the believe thatpeople will not try to do bad things,
u n l ess by accident. But theevidences presented above gave a big
warning to our culture: ethics is nolonger suff icient and “learning
makes a good man better and an ill
man worse”. A new system must be
studied not only from a technicalp o i n t of view b ut also by
incorporating the systems related tolaw, economics, insurance, etc.
C iv il engineers have been

Apparatus to prevent the fallof bridge girders
working to offer better facilities tomake the human society comfortable.
“S afety”, “S er viceability ” ,“Durability”, and “Esthetics” are themajor requirements of the structures
through out their service life. To deal
with the problem, civil engineers
have been working to offer better andsafer structures to the society. But
the efforts we have been making may
not be enough. Maybe we have towiden our field to study not only
technical problems b ut a ls oinsurance, law, economics, etc. inorder to discover and eliminate faked
works which may not have been
revealed yet.
* Professor,
Shibaura Institute of Technology
and Former ICUS Director

Drilling concrete to install anchor bolts

ICUS Newsletter Vol. 7, No. 1393

page 4

Prof. Meguro appointed ICUS Director
It is with a great honor and deep senseof commitment that I accept theappointment as ICUS Director following
Prof. Uomoto’s retirement from the
University of Tokyo. I would like to takethis opportunity to extend our center
gratitude and especially my own for his
great leadership under which ICUS hasgrown and become a leading institution
addressing urban safety issues by carryingout advanced research, disseminating
information, and also by helping create a
network of experts in the field.
I have had the great opportunity to bea founding member of ICUS predecessor,
the International Center for DisasterMitigation Engineering and also ICUS

itself. During these 17 years of
involvement with both centers, many
disasters have occurred worldwide and I
have had several opportunities to visit theaffected sites and have a direct contact
with those situations. These experiences

have helped me to realize the importanceof urban safety and its issues. During thisperiod, I have also been very lucky tobuild a worldwide network of outstanding
experts who share the same concerns andhave enriched my understanding of the
problems with their opinions.
To all ICUS network members, I
would like to thank very much for yoursupport until now. We, at ICUS, are reallylooking forward to continuing and starting
collaborative activities together. Please do
not hesitate to contact us and we will try toassist you and do our best in spite of thelimitations of our human resources.

Prof. Meguro receives the post of
ICUS Director from Prof. Uomoto.

(By K. Meguro)

12th Open Lecture was held
The 12th ICUS Open Lecture washeld at IIS and attended by approximately
130 participants. The title of the lecture
was “ICUS Activities to Achieve a Safer
Urban Environment -Past achievements
and future directions-.” ICUS wasestablished in April 2001 with theobjective of promoting fundamental andcollaborative research, networking andinformation dissemination related tovarious aspects of urban safetyengineering towards creating a safe urban
environment in the 21st century. In thisOpen Lecture, achievements of the firstsix years of ICUS and its focus for the
future were discussed.
Dr. Ooka gave the welcome speech
after which the following presentations
were given:- Prof. Taketo Uomoto, Shibaura Instituteof Technology and Former ICUS

Director, “Urban Safety and Concrete”- Prof. Yoshifumi Yasuoka, IIS, theUniversity of Tokyo, “Observation andAssessment of the Urban Environment

Professors T. Uomoto,Y. Yasuoka, andK. Meguro delivering their lectures

and Disasters”- Prof. Kimiro Meguro, ICUS Director,“Towards Urban Safety, Hard and SoftApproaches- from a Domestic andInternational Viewpoint”
Additionally, video messages from three
ICUS network members weredisplayed:- Dr. Dushmanta Dutta, Lecturer,
Monash University, Australia- Dr. Tan Kiang Hwee, Associate
Professor, National University ofSingapore- Prof. Mehedi Ansary, Bangladesh
University of Engineering andTechnology
The closing remarks were given by
Prof. Yasuoka. After the Open Lecture asmall party was held and attended byapproximately 60 people.
(By P. Mayorca)

ICUS Open House
ICUS joined the IIS Open House
which was held for three days, fromMay 31 to June 2. In this event, ourinstitute is open to experts and the
public to share its research outcomeswith the visitors. Overall 6,000 people
visited Komaba research campus. A
theme of the ICUS was “Towards theEstablishment of a Sustainable Urban
System.” All laboratory members
participated and displayed their panels
showing their research activities.
Topics included diagnosis, repair, andstrengthening of concrete, earth, andunderground structures, diffusion of

ICUS Newsletter Vol. 7, No. 1

394

contaminants in urban areas, need ofdisaster resilient water cycle systems
for sustainable societies, analysis oftraffic jam, the challenge to integrate
countermeasures to achieve earthquake
disaster resilient urban systems, andOpen House attendees of all ages
participated in ICUS Quizothers. The open house was also an
opportunity to introduce the 2006
Annual Report as well as RNUS and
BNUS activities. Reports andnewsletters were handed to visitors.
Almost 200 people visited ICUS
exhibition. An ICUS Quiz was
prepared following the success of lastyear issue. About 90 people
participated in the quiz and got prizes
such as photo stands, picture books,
ICUS special calendars, small bags,
and key holders.
(By R. Kuwano)page 5

A Woman Died in Roller Coaster Accident
A woman was killed and 19 otherpeople were injured when a roller
coaster derailed on May 5, 2007. The
six-car stand-up roller coaster derailed
and bumped into the guard rail at
Expoland in Suita, Osaka Prefecture.
The accident was caused when awheel axle on the second coaster broke.
Expoland carries out routine visualchecks on the roller coaster every
February under legal guidelines, andusually disassembles and inspects theride on a voluntary basis around thesame time. But the axle had not been
replaced since the roller coaster was
introduced in March 1992. Other
amusement parks that use coasters have

Summary of the accident(reproduced with permissionof Asahi Shimbun)

regularly inspected or replaced axles.
According to Japanese Industrial
Standards (JIS), ultrasonic or magneticparticle inspections should be
conducted on coaster axles at least oncea year. Many amusement parks fail toconduct these nondestructive
inspections. As a result the Ministry ofLand, Infrastructure and Transport,
through prefectural governments, asked
amusement parks nationwide to
conduct an emergency checkup of theirroller coasters by May 18, 2007.
Ultrasonic and magnetic-particle
methods are commonly used to inspect
the parts of coasters. Ultrasonic method
can be used to detect inner defect. The
probe emits ultrasonic from one end of
the wheel axle and then the bottom
echo is detected. If there is a defect in
the axle, flaw echoes reflect fromdefects before the bottom echo.
Magnetic-particle inspection can beused to detect surface-breaking or nearsurface cracks. If the ferromagnetic
material has no defect, most of themagnetic flux is concentrated below thematerial's surface. However, if a defect,
which interacts with the magnetic field,
is present, the flux is distorted locallyand 'leaks' from the surface of thespecimen in the region of the flaw. Fine

Ultrasonic waveform (no defect)

Magnetic-particle inspection of axle

Magnetic-particle patternmagnetic particles, applied to thesurface of the specimen, are attracted tothe area of flux leakage, creating avisible indication of the defect.
According to the report from Japan
Building Equipment and Elevator
Center Foundation, 26 people were
killed and 255 people were injured byamusement equipments such as roller
coasters or swings from 1977 to 2006.
The Ministry of Land, Infrastructure
and Transport is now preparing detailed
inspection guidelines for amusement
facilities to prevent such accidents. After
this, periodical nondestructive inspections orpermanent certified staff may be required at
all amusement parks. It is argued that it is
too costly and not suitable to have such strict
regulations for low speed coasters.
(By H. Kanada,
Inspection and Measurement
Division, Nippon Steel Techno
Research Corporation)

Delegation from Tsinghua University visits ICUS
On June 29, 2007, a delegation of
13 representatives belonging to various
Chinese governmental and academic
institutions, led by Prof. Weicheng Fan,

MOU exchange

visited ICUS in order to sign the
Memorandum of Understanding(MOU) between ICUS and the Center
for Public Safety Research, Tsinghua
University, for promoting research andeducation activities in the field of Urban
Safety Engineering. These centers will
be hosting the Eighth International
Symposium on “New Technologies for
Urban Safety of Mega Cities in Asia”
next year. The signature of this MOU
will strengthen the relationship between

Delegation of Tsinghua
University during its visit to ICUS
these two parties and bolster
collaborative activities in the region.
(By R. Ooka)

ICUS Newsletter Vol. 7, No. 1

395

page
page 6
6

BNUS
BNUS Activities
Activities
For the last few months,
For the last few months,
Bangladesh Network Office for Urban
Bangladesh Network Office for Urban
Safety (BNUS) is involved in the
Safety (BNUS) is involved in thecommunity awareness program.
community awareness program.
Recently, BNUS members attended a
Recently, BNUS members attended aworkshop on ‘Mason Training andworkshop on ‘Mason Training and
Hollow Block Laying’ organized by theHollow Block Laying’ organized by the
Housing and Building Research
Housing and Building ResearchInstitute, Ministry of Works,
Institute, Ministry of Works,
Government of Bangladesh. It was
Government of Bangladesh. It was
expected to increase the quality of
expected to increase the quality of
construction at the community level.
construction at the community level.
Around 60% of buildings in
Around 60% of buildings in
Bangladesh are masonry structures. At
Bangladesh are masonry structures. At
present, BNUS is planning to undertake
present, BNUS is planning to undertakea project to assess the vulnerability ofa project to assess the vulnerability ofun-reinforced masonry structures
un-reinforced masonry structures(URM) in the cities of Bangladesh. To(URM) in the cities of Bangladesh. To
carry out this project, BNUS is
carry out this project, BNUS isplanning to use the existing Universal
planning to use the existing Universal
Testing Machine (UTM) and theTesting Machine (UTM) and theCompression Testing Machine (CTM)
Compression Testing Machine (CTM)of the BUET. The UTM capacity isof the BUET. The UTM capacity is
1800kN (400kips) and gauge constant
1800kN (400kips) and gauge constantis 0.2 mm; the capacity of CTM isis 0.2 mm; the capacity of CTM is
700kN (160kips) and gauge constant is
700kN (160kips) and gauge constant is
0.2 mm. Using UTM and CTM, shear
0.2 mm. Using UTM and CTM, shear
strength, joint strength, failure mode, etc.
strength, joint strength, failure mode, etc.
of masonry panels will be evaluated.
of masonry panels will be evaluated.
BNUS is also developing the
BNUS is also developing theearthquake evacuation plan for the Wardearthquake evacuation plan for the Ward
No. 68, Old Dhaka, the most dense andNo. 68, Old Dhaka, the most dense andvulnerable part of Dhaka city. Old
vulnerable part of Dhaka city. Old
Dhaka is seismically vulnerable due toDhaka is seismically vulnerable due toits high population density, narrow roadits high population density, narrow road
networks, unplanned development,
networks, unplanned development,
vulnerable structures, low preparedness,vulnerable structures, low preparedness,
etc. To have an effective evacuation plan,etc. To have an effective evacuation plan,vulnerability data of the existing
vulnerability data of the existingbuildings in the target area have beenbuildings in the target area have beencollected. A GIS based evacuation plancollected. A GIS based evacuation plan
will be generated based on the existing
will be generated based on the existingsite condition, i.e. buildings, roadsite condition, i.e. buildings, road
network system, evacuation places, etc.,
network system, evacuation places, etc.,
applying different evacuation
applying different evacuation
techniques. The whole area will betechniques. The whole area will be
segregated into different groups
segregated into different groups
according to the vulnerability andaccording to the vulnerability andcapacity of evacuation places. Finally, acapacity of evacuation places. Finally, a
3D elevation model of the area showing
3D elevation model of the area showing
the escape route and the shortest path tothe escape route and the shortest path tothe evacuation site from each specified
the evacuation site from each specified
group will be prepared.
group will be prepared.
(By M. Ansary)(By M. Ansary)

ICUS
ICUS PARTICIPATIONPARTICIPATION –– IISIIS OPEN
OPEN HOUSE
HOUSE

Compression Testing Machine
Compression Testing Machine

Study area map and typical roadStudy
areawithmapnearby
and typicalroadchannelbuildings
channel with nearby buildings

RNUS
RNUS Activities
Activities
Inspection of Fired Factory
Inspection of Fired Factoryin Rayong Provincein Rayong Province
RNUS researchers, in collaboration
RNUS researchers, in collaboration
with King Mongkut’s Institute ofwith King Mongkut’s Institute ofTechnology North Bangkok, inspected aTechnology North Bangkok, inspected afire affected factory in Rayong Province
fire affected factory in Rayong Province(Eastern part of Thailand). The(Eastern part of Thailand). The
compressive strength of concrete incompressive strength of concrete in

Measurement of ultrasonic wave
Measurementof ultrasonicwave
propagation
velocityin RCcolumn
propagation
velocityinRCcolumn
at fire affected zone (left) and roof truss
at numericalfire affectedsimulation
zone (left)result
and rooftruss(right)numerical simulation result (right)

column was evaluated with a Schmidt’scolumn was evaluated with a Schmidt’s
Hammer and ultrasonic wave propagation
Hammer and ultrasonic wave propagation
technique. Samples from the roof truss intechnique. Samples from the roof truss inthe fire affected zone were taken and tested
the fire affected zone were taken and tested
to evaluate its residual tensile capacity. The
to evaluate its residual tensile capacity. The
loading capacity of the structure then was
loading capacity of the structure then was
confirmed by numerical analysis.
confirmed by numerical analysis.
RNUS Seminar
RNUS Seminar
The RNUS seminar on ‘Remote
The RNUS seminar on ‘Remote
Sensing and Traffic Management for
Sensing and Traffic Management forDr.Takeuchi delivering his lecture
Dr.Takeuchi delivering his lecture

Urban Safety’ was held on May 10,
Urban Safety’ was held on May 10,
2007. Two instructors from the2007. Two instructors from the
University of Tokyo kindly delivered
University of Tokyo kindly delivered
lectures to AIT students and researchers.
lectures to AIT students and researchers.
Dr. Wataru Takeuchi gave the lecture
Dr. Wataru Takeuchi gave the lecture
entitled ‘Remote Sensing of Environment
entitled ‘Remote Sensing of Environmentand Disaster over Asia with IIS/AITand Disaster over Asia with IIS/AITSatellite Network’ which clearly
Satellite Network’ which clearly
illustrates how remote sensing techniques
illustrates how remote sensing techniques
can be applied to various field such as
can be applied to various field such as
agriculture and flood protection.
agriculture and flood protection.
Dr. Shinji Tanaka delivered the talkDr. Shinji Tanaka delivered the talkentitled “ITS Technologies andentitled “ITS Technologies andResearches for Urban Traff ic
Researches for Urban Traff ic
Management” which illustrates several
Management” which illustrates several
measures that can be applied tomeasures that can be applied to
improve the traffic safety with some
improve the traffic safety with someeasy-to-understand simulation.
easy-to-understand simulation.
(By R. Sahamitmongkol)(By R. Sahamitmongkol)

ResearchResearch Committee
Committee on
on BCM
BCM suitable
suitable forfor JapaneseJapanese Society
Society is
is launchedlaunched
The Research Committee 58 (RC-58)
The Research Committee 58 (RC-58)
was launched on April 1st, 2007 for a twowas launched on April 1st, 2007 for a twoyear period. The topic of this committee isyear period. The topic of this committee is“Business Continuity Management (BCM)“Business Continuity Management (BCM)
Systems Suitable for Japanese Society”.
Systems Suitable for Japanese Society”.
Business are faced with many threats to theBusiness are faced with many threats to thecontinuance of their trade. Therefore,
continuance of their trade. Therefore,
preparing organizations to actively plan topreparing organizations to actively plan toavert those threats or to reduce their effects,
avert those threats or to reduce their effects,

ICUS Newsletter
Newsletter Vol.
Vol. 7,
7, No.
No. 11
ICUS

396

the so-called BCM, has been getting
the so-called BCM, has been getting
increasing attention. Traditional BCM
increasing attention. Traditional BCM
models have been mainly developed formodels have been mainly developed forwestern developed countries. However,western developed countries. However,Japan is confronted with particular
Japan is confronted with particularsituations such as the high likelihood ofsituations such as the high likelihood ofnatural disasters, high population density,
natural disasters, high population density,and also its own cultural background.
and also its own cultural background.
Therefore, this RC-58 is intended to explore
Therefore, this RC-58 is intended to explore

suitable BCM systems for Japan.
suitable BCM systems for Japan.
To this end, approximately 15
To this end, approximately 15
companies from various sectors of Japanesecompanies from various sectors of Japanesesociety have joined the research committee.
society have joined the research committee.
However, additional participants are still
However, additional participants are still
welcomed. For additional information
welcomed. For additional information
regarding RC-58 please visit:
regarding RC-58 please visit:
http://icus.iis.u-tokyo.ac.jp/index-j.htm.
http://icus.iis.u-tokyo.ac.jp/index-j.htm.
(By P. Mayorca)(By P. Mayorca)

page 7

Changes in ICUS staff
FAREWELL TO THREE ICUS
MEMBERS
Professor Taketo Uomoto, Visiting
Professor Reiko Amano and Dr.
Hisashi Kanada retired from ICUS on
March 31st, 2007.
Prof. Uomoto is a founding
member of ICUS and its director forsix years. He retired from the
University of Tokyo and became a
Professor at the Shibaura Institute ofTechnology. He is currently an ICUS
Advisor Researcher.
Visiting Prof. Amano joined ICUS
in March 2003. She has been actively
involved in the development of water
screens for fire protection, disastermanuals for various institutions and a
website to promote public facilities
retrofitting. Prof. Amano is currently
an ICUS Researcher.
Dr. Kanada became an ICUS
member in August 2005. During his
stay, he continued his research on NonDestructive Test Methods for concrete
structures. In addition, he was in chargeof the edition of reports, the secretariatof the Research Committee 39, andalso participated in joint activities
between ICUS and the University ofTokyo Hospital.
We would like to thank them all for
their great contribution to our center andwish them all the best.

• Prof. Meguro traveled to Bangkok,
Thailand together with Dr. Tanaka
from May 9 to 11 to visit RNUS
offices and meet Prof. Worsak andProf. Hanaoka at AIT.
• Prof. Meguro visited Jakarta,
Indonesia from June 20 to 23 toattend the 3th Association of Pacific
Rim Universities / Association of East
Asian Research Universities
Research Symposium “Earthquake
Hazards around the Pacific Rim”.
• Dr. Ooka visited Helsinki, Finlandfrom June 9 to 14 to attend Clima
2007 and Roomvent 2007.
• Dr. Ooka traveled to Los Angeles,
USA from June 23 to 28 to attend the2007 Annual Meeting of theAmerican Society of Heating,
Refrigerating and Air-Conditioning
Engineers .
• Dr. Ooka visited Cairns, Australia

from June 30 to July 5 to join the 12th
International Conference on Wind
Engineering.
• Dr. Kato stayed at AIT for his research
work and teaching duties at RNUS
from April 17 to May 15. He officiallyfinished his appointment at AIT on
May 15.
• Dr. Tanaka visited Berkeley, USA from
June 24 to 30 to attend the World
Conference on Transport ResearchSociety.
• Dr. Sahamitmongkol stayed at AIT for
his research work and teaching duties
at RNUS from April 2 to May 28 andfrom June 4 to July 26.
• A meeting to explain the objectives andscope of the Research Committee 58
was held on April 25.
• The 12th Open Lecture was held on
April 25. Its topic was “ICUS
Activities to Achieve a Safer Urban

WELCOME TO
DR. WORAKANCHANA
Dr. Kawin Worakanchana joined
ICUS as project researcher from April 1,
2007. He obtained his Ph.D. degreefrom the University of Tokyo in
September 2005 and was a Ph.D. fellow
at Meguro laboratory before joining
ICUS.
His research interest includes thenumerical simulation of structural

Dr. Kawin Worakanchana

fracture and collapse behavior underearthquake and fault action. He
received the Excellent Young
Researcher Award during the Fifth
International Symposium on New
Technologies for Urban Safety of Mega
Cities in Asia.
His doctoral research involves thestudy of the failure mechanism of
concrete structures under fault-induced
ground surface rupture anddeformation. He developed theVoronoi Applied Element Method(VAEM). Compared to previous
Applied Element Method, the VAEM
element shape is random therefore it
can better fit non-rectangular domains,
reduce the crack directional bias andallow element size variation. VAEM
was used to study the behavior ofdams, soil deposits, buildings andconcrete pipes under fault action.
Recently, he is involved in thedevelopment of the 3-D AEM formodeling unreinforced and retrofitted
masonry structures using PP-band.
(By K. Meguro)

ICUS Activities
Environment -Past achievements
and future directions-”.
• A student seminar attended by all
ICUS laboratory members was heldon May 29.
• ICUS participated on IIS OpenHouse from May 31 to June 2.
• ICUS members participated in the
Highway Watching Tour which was
carried out on May 23 under theleadership of the Metropolitan
Expressway Co., Ltd.
• The Research Committee 58 (RC-58)
held its first meeting on June 19. The
objective of the meeting was tointroduce the working methodology
and to exchange opinions regarding
the topics of interest.
• A delegation of scholars from
Tsinghua University led by Prof.
Weicheng Fan visited ICUS on June
29.

Awards• Prof. Meguro received the“Continuing International
Contribution Award” from theJapan Society of Civil Engineeringon May 25, 2007 for his continuous
efforts towards disaster mitigationworldwide.
• Dr. Ooka received the “Award of
Excellency in Research” at theInternational Conference on
Sustainable Building Asia (SB07
Seoul) on June 28, 2007 for the paper“Design of the Outdoor Thermal
Environment for a Sustainable
Riverside Housing Complex Usinga Coupled Simulation of CFD andRadiation Transfer.”

ICUS Newsletter Vol. 7, No. 1

397

page 8
Editor’s Note
There was a big step in ICUS
this April. Prof. Uomoto, theformer director of ICUS, retired
and Prof. Meguro was appointed
as the new director. Both havedevoted themselves to ICUS
growth for the past six years, fromits very beginning. It is certain
that
their
continuous
contributions has led ICUS to thecurrent situation, active research
work by members and associates,and extensive network establishedin Asia. However, in spite of thefact that engineers/researchers
have made enormous efforts sofar, there seem to be still many
pitfalls in the urban safety.

Prof. Uomoto pointed out in themain article of this newsletter the
problem of the false works andstructures. This is a severe warningthat relying on the engineers’ ethics
may not be always effective. I am
afraid to say that this concern is not
only in the f ield of urban
engineering. Recently, it has been
revealed that the safety in food was
also threatened. Fujiya, one of thebiggest confectionary makers inJapan, used old expired dairy
goods for making cakes. A meat
shop called Meathope sold false
beef disguised with pork andchicken.
Apart from these man-madedisasters, nature often shows us big
energy beyond our control. Even in

If you would like to contribute an article to ICUS newsletter orhave any comment or suggestion, please contact the editorialcommittee at icus@iis.u-tokyo.ac.jp.
International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
E-mail: icus@iis.u-tokyo.ac.jp
http://icus.iis.u-tokyo.ac.jp/

International Center for
Urban Safety Engineering398

the recent months, there have been
several incidents which haveshaken us, the Noto Hanto
Earthquake in March, the explosionof a spa facility due to the leakageof natural gas in the center of Tokyoi n Ju n e , a n d t h e N i i ga t a k e n
Chuetsu-oki Earthquake in July.
We cannot completely prevent
casualties from flooding or slope
failure caused by every year’s
typhoons and heavy rain. All ofthese unfortunately kill people andeach time we learn a lesson. They
also make us realize again that we
can never spare efforts in seeking
urban safety.
(By R. Kuwano)

PRINTED MATTERICUS NEWSLETTER
International Center for Urban Safety Engineering

Institute of Industrial Science
The University of Tokyo

VOLUME 7 NUMBER 2
JULY-SEPTEMBER 2007

International Center for
Urban Safety Engineering

Distress in the Tarmac
By
Worsak Kanok-Nukulchai*
Last October, when the first signof rutting was spotted in five of thesix taxilanes and in one taxiway at
the newly opened Suvarnabhumi
I n t e r n a t i on a l A i r p o r t , t h eEngineering Institute of Thailand(EIT) assigned a team of experts tojoin the preliminary investigation.
The investigation revealed that thedamage was caused by the premature
failure of asphalt base course due tothe separation of asphalt binder fromaggregate surface in the presence ofmoisture, commonly known as"stripping". It was quite evident fromthe milled damage area that water
seeped from the sand blanket

underneath the cement-treated base(CTB) through expansion joints. The
author summarized the technicalfacts about this tarmac distress aftert h i s matter was blown out of
proportion by the politically-oriented
media hype early this year.
PAVEMENT STRUCTURE
Suvarnabhumi airport covers an
area of 20,000 rai (3,200 hectares). In
its first phase, the airfield serves its
hourly 112 flights with two runways,
six taxiways and six taxilanes. The
tarmac consists of three layers ofasphalt concrete, namely the base

Overview of east runway, taxiways and the drainage system,
Suvarnabhumi Airport, Thailand

course (23 cm thick), the binder course(6 cm thick), and the wearing course (4cm thick). Underneath are four layersof the cement-treated base (CTB), 18
cm. thick each, sitting on top of thesand blanket (approximately 80 cm
thick) left over from the ground
improvement process.
OBSERVATION OF DISTRESSOn 27 October 2006, around 3
weeks after the official opening of the
airport, the first signs of distress werespotted at several locations in the
taxiways and taxilanes, in the form of
rutting, rutting with shattering and split,
and rutting with hairline cracks. Since
then, a similar pattern of failure hasdeveloped heavily in five of the six
taxilanes and along the east paralleltaxiway. Although both runways are stillin good structural condition, plastic
deformation of the asphalt wearing
course was observed near the takeoff
position. This location is normally undermaximum load when the plane takes off
with full load of fuel. The high shearing
stress that causes plastic deformation

Typical observation of distress399

page 2

Structure of Taxiway Pavement laid on top of Bangkok preloaded consolidated soil
was imposed by braking, accelerating or
turning traffic. Plastic deformation isgreatest at high temperature especiallyfor the AC 60/70 binder grade used inthis case. The occurrence of the plastic
deformation at this location appears to
be common phenomenon and only
requires a routine maintenance to repair
the distress.
TEST OF THE CORE SAMPLE
Initial investigation was made bycoring the asphalt concrete pavement
at a diameter 100 mm throughout its
33 cm thickness from the damaged
areas. The following observations
can be made:- All core samples from damaged
area show evidence of asphalt
stripping at the base course, atypical effect of soaking water,
whi l e c or e samp l es f r o mundamaged areas show goodcondition.
- The water had infiltrated into andconfined in the asphalt concretebase course for a long period.
Thus, the base course has been
immersed in and impaired by thewater.
- As a result of asphalt stripping,asphalt binder was separated
from aggregate surface, leading-

to premature loss of strength andstability of the base course.
The load of the aircraft had thenimpaired the failed asphalt
concrete pavement, causing
rutting on the surface.
CTB VISUAL INSPECTION

Based on the core samples,laboratory tests have indicated thecor rect job mix and aggregate
gradation of the asphalt concretematerial. This was also confirmed bya separate test at the Highway
Department.
To expose the cement-tested base(CTB) for visual inspection, an areaof asphalt concrete pavement was
milled at the damaged area of thetaxilane. It was evident that there wasno sign of damage or subsidence in
the CTB. However, traces of water
seepage were clearly observed along
the rim of the expansion joints in the
CTB. This evidence of seepage
further hinted that a large quantity ofwater might still be trapped in thesand blanket.
TEST PITOn January 31, a test pit was dugon Taxiway T11, where damage was

Surface deformation of the runway

ICUS Newsletter Vol. 7, No. 2

400

found to be extensive. After the
excavation went through CTB andexposed the top surface of the sandblanket, water seeped through thesand immediately until the waterlevel reached about 20 cm above thesand blanket (or roughly at +0.0
MSL). The water stayed at that leveleven when attempt were made toclear the water.
Interestingly, to prove that waterin the sand blanket is fully confinedwith no connection outside, a deep
excavation was made nearby, but
outside the pavement area. After the
excavation, the dug hole wa s
completely dry. No sign of waterfrom the sand blanket had receded
into this empty hole.

Illustration of milled pavementin the taxilane T11, a coresample of asphalt concrete, traceof the water seepage at CTB joint
and the test pit.

Excavation to test the connectivityof the trapped water.

page 3
Meanwhile, Highway Department
experts have tested the samples ofsand and CTB from this test pit andreported that all materials tested have
met the standards.
HOW WAS THE WATER
TRAPPED?
Based on the official report of theinvestigation committee appointed by
A i r po r t s o f Th ai l an d Pu bl i c
Company (AOT), the following
reasons had been given as possible
causes for the trapped water:
1. Runoff of rainfall water wascollected and retained within the
airport compound in the pockets
of sand used to fill fishponds,
swamps and waterways prior to
the airport construction. Waterfrom this source might find its
way into the sand blanket.
2. Surface water spilled from thedrainage canals, during theflooding period, over the top soila r ou ndthe
u n p avedneighborhood into the sandblanket.
3. Surface water once trapped
underground was not able toescape due to the lack of a
subsurface drainage system. This
was aggravated by the blockageo f c ul ver t s an d o t h er
underground structures.
4. Based on soil boring records, thinsand layers may exist originallywithin the soft clay layer at alevel about 10 metres deep. Someof these sand layers may crosspath with the leftover PVD, thus
allowing running shallow groundwater to seep upward into thesand blanket.

Profile of the flood protection and the drainage system
On the last point, somegeotechnical experts argued against thispossibility. At the end of the PVD
preloading, the extra surcharge
consisting of crushed rocks wasremoved. Thus, it is no longer possible
for water to move up to the surface
through the PVDs against the hydraulicgradient and against gravity at the endof consolidation process.
In addition, there is hydraulic backpressure from the trapped water in thesand blanket making it impossible forsuch hydraulic upward flow to occur.
FLOOD PROTECTION AND
THE DRAINAGE SYSTEMAs the airport site is located in thefloodway of Bangkok's eastern
suburbs, it requires both effective
flood protection and drainage systems.
The aim is to prevent flooding fromflash floods, as well as to drain away
rainwater in the catchments of the
airport compound. The design of thepolder system includes the perimeter
polder dike, internal drainage system,
two pumping stations and a perimeterroad.
Basically, the internal drainage
system for runoff water consists of:
1. The unlined primary canals andreservoirs both with the bed at 1.90 m MSL. Based on theParties involved in the construction and designof Suvarnabhumi Airport, Thailand

design criteria, water level in the
primary canals and reservoirs
must be maintained not higher
than -1.40 m MSL.
2. The secondar y canals withconcrete linings. The canal bed of
the secondary canal is -1.15 m
MSL. It is designed to be dry
except during the raining.
The primary and secondary canals
are interconnected by ditches to ensurethat the r unoff water from thepavement area will flow under gravity
towards the two pumping stations
located at the south corners of the site.
In the operating manual, water in the
primary canals and reservoirs must
always be controlled at the pumping
stations to ensure that the water level ismaintained at -1.40 m MSL or lower.
With the design assumption that norain water runoff can leak into the sandblanket, no subsurface drainage system
exists to systematically drain trappedwater from the sand blanket. This might
be a weakness in the design criteria of
the airfield pavement.
WHAT’S NEXT?
In its press release issued on 15
February 2007, the Engineering
Institute of Thailand (EIT) strongly
recommended that, similar to a firstaid treatment, trapped water should bedrained out urgently to minimize thepotential spread of cracks on taxi
lanes, taxiways, and even on runway. It
is important that water in the primary
canals and reservoirs must always becontrolled at the pumping stations toensure that the water level is strictly
maintained at -1.40 m MSL or lower
based on the operation manual.
* Ph.D., Professor
Dean, School of Engineering &Technology
Asian Institute of Technology
andVice President of the Engineering
Institute of Thailand

ICUS Newsletter Vol. 7, No. 2401page 4A method to prioritize the seismic retrofitting ofdisaster-prevention bases
INTRODUCTION
Many earthquakes are expected
to occur in Japan in near future, andrelevant authorities have plannedand executed various measures tominimize damage. Prior measures
aimed at reducing damage areconsidered to be more effective in
mitigating the impact of earthquaked i s a s t e rs t h a n p o s t - d i s a s t e r
measures. In particular, it has beenreported that the most effective
method is to strengthen buildingsa n d s t r u c t u re s t o m a k e t h e mearthquake resistant. However, it is
not easy for municipalities withlimited budgets to strengthen their
many facilities. As a result, action
has been delayed even for disasterprevention base facilities. A study ispresently being carried out toestablish a methodology to prioritize
actions on facilities for district
disaster-prevention bases in a
municipality considered likely tosuffer most damages caused by the
To k a i , To n a n k a i a n d N a n k a iearthquakes. This article briefly
introduces this prioritization
methodology.
It is worth mentioning that thisstudy is being carried out as a joint
p ro j e c t a m o n g t h re e s e c t o rs :industry (Kajima Co.), academia

Investigation flow
(The University of Tokyo) andgovernment (Ministry of Internal
Affairs and Communications).
INVESTIGATION METHOD
The investigation flow is shownin the figure above. At first, themethod for prioritizing facilities for
district disaster-prevention bases isdeveloped. Next, the municipality
should take the responsibility of
preparing a disaster prevention plana n d bu d ge t i n g t h e s e i s m i cstrengthening of its facilities basedon the prioritization study results.

IMPLEMENTATION OF
QUICK SEISMIC DIAGNOSIS
I n o rd e r t o bu d ge t fo r
earthquake-resistant strengtheningof facilities in district disasterprevention bases, it is necessary toestimate the cost in line with thereinforcement plan based on ad e t a i l e d s e i s m i c d i ag n o s i s .
However, a large budget is alreadynecessary for detailed seismic
diagnosis (several million yen /facility). As a result, it has been
decided to employ a “questionnairetype Quick Seismic Diagnosis” that

Example of Quick Seismic Diagnosis results

ICUS Newsletter Vol. 7, No. 2402

page 5Distribution of seismic intensity and locations of disaster-prevention base facilities
has been developed from the resultsof many detailed seismic diagnoses.
Then, 165 facilities for district
disaster-prevention bases have beenassessed. In addition to theindividual assessments of elements
such as site, building, deterioration,etc., overall assessment can be madebased on 10 grades.
INVESTIGATION OF
PREDICTED DAMAGE DUE TOSCENARIO EARTHQUAKES
The subject municipality workedon the development of a hazard mapof scenario earthquakes (the Tokai,
Tonankai and Nankai Earthquakes).
This took place the preceding year.
This map, an example of which isshown in the next page, displayed
hazard level by seismic intensity,
tsunami, landslide disaster, etc. using
GIS. The current study utilized theabove GIS data to identify hazard
information at each disasterprevention facility’s location.
INVESTIGATION OF PRIORITY
IN SEISMIC-RESISTANT
STRENGTHENING POLICY
The 165 facilities that havevarious roles as disaster-prevention
bases are varied: fire stations, city
hall, branch city offices, healthc e n t e rs , s h e l t e rs , s t o ck p i l estorehouse, etc. Of these, 61, which
will be utilized for key functions ofparamount importance when adisaster occurs, i.e. “control andexecute measures”, “dispatch andgather information”, “help andrescue” and “temporary recovery,”have been identif ied and theirpriorities investigated. Specificprocedures are as follows:
1. Extract digital data of seismic
intensity, tsunami, landslidedisaster and liquefaction at thelocations of these 61 disasterprevention base facilities using
GIS data.
2. Exclude from the investigation
items facilities that have highrisks of tsunami or landslidedisaster. Add supplementary
n o t e s o n l i q u e f a c t i o n fo r
reference only.
3. Derive correction factor whichconverts the seismic intensity ateach location to the external
force.
4. Obtain seismic hazard Z bydividing correction factor by theassessment score of “Quick
Seismic Diagnosis” X.
5. Give priority in order from large
seismic hazard Z obtained above
t o s m a l l e r ( t h e l a rge r t h enumber, the higher the priority).

CONCLUDING REMARKSIn this investigation, priority
has been determined considering
the hazard and the earthquake
resistance of the facility. The
priority assessment is based onwhether structural health can be
maintained when a disaster occurs.
However, the health of a disasterprevention base assessment should
be based not only on the structure’s
health but also on various factors
such as accessibility, sustainabilityof lifeline function, surrounding
population, wooden building ratio,e t c . T h e s e a re i t e m s t o b einvestigated in the future. However,a method for utilizing the hazard
map and prioritizing disasterprevention bases for earthquakeresistant strengthening can beobtained from the results of thisstudy. Uploading the study results
to the website of FDMA (Fire andDisaster Management Agency) is
u n d e r p l a n n i n g i n o rd e r t ocontribute to realizing earthquakeresistant strengthening of disasterprevention bases in municipalities.
(By R. Amano,
Former ICUS Visiting
Professor)

ICUS Newsletter Vol. 7, No. 2403

page 6

Earthquake hits Niigata Prefecture
The Niigata Chuetsu-Oki (Niigata
Chuetsu Offshore of Niigata Prefecture)
Earthquake (magnitude: 6.8; focal
depth: 17km), Japan, occurred at 10:13
on July 16, 2007. The earthquake shook
Niigata and neighboring prefectures andwas felt as far away as Tokyo.
Kashiwazaki City, Iizuna and Kariwa
villages registered the highest seismic
intensity equal to 6+ on the Japan
Metereological Agency (JMA) Scale.
Due to this earthquake, strong groundmotions up to 1019 Gals were recorded.
Fourteen people were killed, 1,259
houses totally collapsed, and more than
40,000 houses were affected, mostly
older wooden structures.
Meguro laboratory (ICUS)
dispatched a reconnaissance team to theaffected sites to investigate damages
from July 21 to 22. Our group
investigated Kashiwazaki City, where
damage was the largest, the Japan
Railway (JR) Oumigawa Station
surroundings, Kariwa village and theKashiwazaki-Kariwa nuclear plants.
Weak houses collapsed, lifelines wereLandslide at JR Oumigawa Station

JMA seismic intensity distribution
disrupted, and many landslides andliquefied sites were observed. At JR
Oumigawa Station, the route was closed
due to a huge slope failure. Little
damage was reported at the
Kashiwazaki-Kariwa nuclear power
station, which is located part on a hardsite and part on sand fill. Although at thelatter, liquefaction, landslides, andground subsidence were observed,
structures, which were supported on pile

Old wooden structures collapsed
at Kashiwazaki city
foundations, were not severely affected.
In spite of a fire that broke out at anelectrical transformer and a radioactive
gas leakage, the overall performance ofthe facility was considered good.
(By Hiruma, Meguro Lab)

Niigata Chuetsu-Oki Earthquake strong ground motion recorded at IIS
ICUS installed a system formonitoring the dynamic behavior of IIS
buildings this year. It consists of 18
accelerometers and a computer server forcollecting data using the intranet. IIS
buildings were divided into four: the west
and east wings of Buildings B-C-D, thewest and east wings of Buildings E-F.
There are joints between Building D andE, and between east and west wings.
Accelerometers were installed at thebasement, 2nd, 4th, 6th, 8th floors of thewest and east wings of Building B, C/D,
E/F, and F. The sampling rate is set to 100
Hz and the observation resolution is 0.2
Gal.
Our monitoring system observed the
dynamic response of IIS buildings due to
the Niigata Chuetsu-Oki Earthquake. The
figure on the top right corner shows theaccelerographs recorded at the basement

Accelerometer

ICUS Newsletter Vol. 7, No. 2

404

Comparison of accelerographs recorded at the basement and 8th floor
and 8th floor of Building F. The
maximum accelerations in east-west (EW) direction were 5.4 Gals and 11.2 Gals
at the basement and 8th floor, respectively.
JMA seismic intensity calculated bystructural response was equal to 2.3 and
2.8 at the basement and 8th floor,
respectively. Stronger vibration wasobserved on the higher stories of thebuildings.
The spectrum of E-W and N-S
accelerations measured at the 8th floor of
the west wing of Building F were
calculated. From them it was estimatedthat the natural periods of the building
were 0.48s in E-W direction and 0.58s in
N-S direction. From the data recorded at

Acceleration response spectra
the point between Building C and D (i.e.
C/D), natural periods were estimated as
0.43s in E-W direction and 0.52s in N-S
direction. This data confirmed that the
dynamic characteristics of Building B-CD and Building E-F are slightly different.
(By M. Y. Ohara)

page 7The Mw. 8.0 Pisco Earthquake hits Peru
On August 15, 2007 a Mw. 8.0
earthquake hit the central coast of Peru at
6:40PM (local time). As of September
30, 519 fatalities and almost 1,300
injured people were reported by the
National Institute of Civil Defense(INDECI). The most affected cities were
Pisco, Chincha, and Ica where intensities
as high as MM VII and strong groundmotions lasting almost three minutes
were reported. The table below
summarizes the earthquake effects.

HOUSING DAMAGE
According to the latest housing
census, more than 50% of the houses
were made of adobe without any typeof reinforcement in the affected
region; among them 70% were morethan 25 years old. Consequently, they
performed badly exhibiting cracks atwall intersections, partial wallcollapse and complete collapse as
shown in the photos below. Few
houses, were reinforced by either
external coatings (existing structures)or inner cane reinforcement (newAdobe houses in the areas affectedby the earthquake (top: non-reinforced, bottom: retrofitted)

constructions). These performed welland showed no damage.
The second most popular housingmaterial in the earthquake affectedareas is confined masonry. These
structures are mostly made of clay
bricks and reinforced concreteconfinements. If built following good
design and construction practices,
they are seismic resistant. However,many bad practices were evidenced
by this ear thquake. The mostcommon were the use of bricks withhorizontal alveolus for load bearing
walls (locally called pandereta andprohibited by the code in this region),lack of confinement of parapets andfaçade walls, insuff icient wall
density, badly distributed stiffness (inplan and elevation), and a poor
understanding of the conf ined
masonry construction procedure.
Another deficiency found was thelack of steel reinforcement in theconf ining beam or the lack ofconfining beams altogether.
PUBLIC FACILITIESTop: School at Los Molinos, Ica.
Note that columns in the 1st and2nd floor are either not aligned orinterrupted. Bottom: Hospital at
Pisco, where 80% of the houses
were affected, suffered no damage.
Privately owned public facilities
such as hotels did also sufferedextensive damage.
CODE ENFORCEMENT
AND LAND USE

Most of this earthquake fatalities
occurred in public buildings andapproximately 30% of them at the
San Clemente Church in Pisco.
These structures are very old andthus do not comply with the currentb u i l d i ng codes. T here is no
legislation that requires retrofitting
them to meet the latest code revisions.
The infrastructure quality ofschools and hospitals was very
diverse. Those built following thedesign codes performed very wellwhereas those which did not failed.
At the San Juan de Dios hospital in
Pisco, the buildings which had justbeen finished before the earthquake
did not suffer any damage whereas
the remaining units dating from the
30’s were left useless.

Although building codes for adobe,
masonry, reinforced concrete and aseismic design code are enacted in Peru,
in practice most of the houses do notwith them. As in many other developing
countries, self construction is
widespread in Peru. In order to improve
the quality of the building stock,
programs to train masons may be one of
the key points to overcome this situation.
Inadequate land use is also an
issue. Vulnerable areas in many cities
have been already identif ied byprograms such as the Sustainable
City P rog ram car ried out by
INDECI. Hazardous locations at theaffected areas coincide very wellwith the most damaged locations.
However, putting this findings into
practice still takes too long time.
The author was a member of theteam dispatched by the Japan Societyof Civil Engineers and the Japan
Association of E ar thqua ke
Engineering, which was led by Dr.
Jorgen Johansson, to evaluate
earthquake damages. The full reportof the survey findings is available at
http://shake.iis.u-t o k y o . a c . j p /148 people attending a mess died at Peru2007/JSCE_JAEE_Report/Index.htm
the San Clemente Church in Pisco(By P. Mayorca)

ICUS Newsletter Vol. 7, No. 2

405

page
page 88

2007
2007 Flood
Flood inin Bangladesh
Bangladesh

The
The floods
floods ofof 20072007 started
started at
at the
the
end
of
June.
Due
to
heavy
rainfallend of June. Due to heavy rainfall over
over
thethe north
north andand northeast
northeast part
part ofof thethecounty,Rangpur,
Kurigram,
Gaibandhacounty, Rangpur, Kurigram, Gaibandha
andand Netrakona
Netrakona Districts
Districts were
wereinundated.
Accordinginundated. According toto Flood
Flood
Forecasting
Forecasting Warning
Warning Centre
Centre (FFWC)(FFWC)
of
Bangladesh
Waterof Bangladesh Water Development
Development
Board
Board (BWDB),(BWDB), as
as ofof thethe morning
morning ofofthethe AugustAugust 20,
20, rivers
rivers were
were flowing
flowing
above
above their
their respective
respective danger
danger levels
levels at
at 88
stations
in
thedistricts
ofManikganj,
stations in the districts of Manikganj,
Dhaka,
Dhaka, Rajbari
Rajbari andand Kishorganj.
Kishorganj.
Betweenthemorning
Between the morning ofof thethe AugustAugust 19
19
and
20,
water
levelsfell
at33
and 20, water levels fell at 33 stations
stations
andand roserose atat 25
25 stations
stations andand werewereunchanged
at
3
with
a
total
unchanged at 3 with a total ofof 61
61
stations
stations reporting.
reporting.
In
In aa normal
normal year,
year, thethe open
open water
water
extentofSirajganj
was
40%
extent of Sirajganj was 40% whereas
whereas ininAugustAugust 2007,
2007, itit waswas foundfound toto be
be 61%.
61%.
In
In 1998,
1998, itit waswas estimatedestimated as
as 81%.
81%.
About
80%
of
Sunamganj
About 80% of Sunamganj area
area was
was
under
open
water
extentinunder open water extent in AugustAugust2007
2007 andand itit waswas 70%70% inin aa normal
normal year.
year.
Flood
will
be
reducedinFlood will be reduced in most
most ofof thetheareas
areas andand waterwater level
level will
will bebe below
below thethedangerdanger level
level except
except some
some part
part ofof thethecentralcentral region
region ofof thethe country.
country.
ThedamageThe damage assessment
assessment according
accordingtoto thethe FFWC
FFWC isis presented
presented inin thethe table
table
below.
below.

ICUS
ICUS PARTICPARTIC-

At
At an
an AugustAugust 19
19 meeting
meeting forfordevelopment
partnersindevelopment partners in Dhaka,
Dhaka, thetheGovernment
Government encouraged
encouraged donors
donors totoprovideprovide assistanceassistance forfor flood
flood response
responseandand monetary
monetary support.
support.
(By M.
M. Ansary)
Ansary)(By

ICUS
ICUS Newsletter
Newsletter Vol.
Vol. 7,
7, No.
No. 22406

How
How does
does thethe 20072007 flooding
flooding compare
compare toto previous
previous years?
years?
(From:UN
WFP
Bangladesh
Report.
2007
Floods(From: UN WFP Bangladesh Report. 2007 Floods vs.
vs. Floods
Floods ofof Previous
Previous
Years:
Historical
Perspective
Analysis,
29.08.2007)
Years: Historical Perspective Analysis, 29.08.2007)

NumberNumber ofof houses
houses damaged
damaged(From:UN
WFP(From: UN WFP Bangladesh
Bangladesh Bulletin,
Bulletin,
HazardHazard EARLY
EARLY WWARNING
ARNING &&Humanitarian
Humanitarian Response,
Response, Issue
Issue 34/2007)
34/2007)

Population
Population affectedaffected(From:UN(From: UN WFPWFP Bangladesh
Bangladesh Bulletin,
Bulletin,
HazardHazard EARLY
EARLY WWARNING
ARNING &&Humanitarian
Humanitarian Response,
Response, Issue
Issue 30/2007)
30/2007)

Proportion
Proportion ofof districts
districts flooded
flooded(From:UN
WFP
Bangladesh(From: UN WFP Bangladesh Bulletin,
Bulletin,
HazardHazard EARLY
EARLY WWARNING
ARNING &&Humanitarian
Humanitarian Response,
Response, Issue
Issue 32/2007)
32/2007)

Comparison
Comparison ofof flood
flood between
between aa
normalyear
andnormal year and 2007
2007
(From:(From: CEGISCEGIS Report.
Report. Flood
Flood
Situation,
Situation, Aug.
Aug. 2007,
2007, 11.08.2007)
11.08.2007)

page 9RNUS Activities
ICUS and RNUS participated in
Thailand Science and Technology
Fair 2007
From August 8 to 19, 2007,
ICUS and RNUS participated in theThailand Science and Technology
Fair 2007. Prof. K. Meguro, Dr. W.
Takeuchi, Dr. R. Sahamitmongkol,
Dr. K. Worakanchana and Ms. A
Suwannasuk as representatives of the
University of Tokyo (UT) presented
ICUS latest in-house technology for
urban safety engineering. The
highlight of the booth consisted of
the new proposal for earthquake
disaster reduction using a touch
screen workstation system and thenon-destructive testing of concrete
flaws using an infrared camera.
During the exhibition, the UT
booth was warmly welcomed bycrowds of Thai people. The numberof total participants during the whole
period of the exhibition was expected
to exceed 1 million. In this special
occasion, it was our great honor that

Dr. Raktipong, Dr. Takeuchi, Prof.
Meguro and Dr. Kawin (from left toright) during the Opening Ceremony

Participants visited the booth of the
University of Tokyo.

H R H P rincess Maha Chakri
Sirindhorn visited our booth andheard the presentation from Prof.
Meguro and Dr. Kawin on August 10
in the official opening ceremony day.

financially supported by the Japan
Science and Technology Agency(JST) under the research project“Solution Oriented Research for
Science and Technology (SORST)”
initiated by Prof. Yoshifumi Yasuoka
RNUS and GIC donated a forest from Oct. 2005 to Mar. 2007. This isfire monitoring system withexpected to be a f irst step toremote sensing to GISTDA instrengthen a relationship among IIS,
ThailandAIT and GISTDA to bridge scienceand technology. Further efforts are
On September 12, 2007, Dr. conducted to explore mor e
Takeuchi and Dr. Vivarad Phonekeo collaborations on knowledge andfrom Geo-Informatics Center (GIC) technology transfer aspects.
at A I T visited Dr. Chaowalit
Silapathong from Geo-Informatics RNUS participates in Mini-projectand Space Technology Development and Workshop on Application of
Agency (GISTDA) of Thailand to
Remote Sensing and GIS
install and donate a MODIS-based
hotspot information detection and
On September 17 and 19, 2007,
distribution system. This system is Dr. W. Takeuchi was invited to give adeveloped by Prof. Yoshifumi presentation on “Remote Sensing of
Yasuoka and Dr. Takeuchi research Fires, Principles and its Operationalgroup and is designed to monitor Use.” He also participated in the
hotspot information such as forest group discussion during the Minifires, volcanic activities and field project and Workshop on Application
burning twice a day from space with of Remote Sensing and GIS held by
remote sensing techniques. Satellite Geoinformatics Center (GIC) in AIT.
data used in this study is a suit of Participants in this mini-project are
MODIS data received at IIS in Tokyo from many Asian countries includingand AIT in Bangkok cur rently Bangladesh, Bhutan, Cambodia,
working as a Southeast and East Asia Indonesia, L aos, Myanm a r,
Satellite Observation Network Philippines, Sri Lanka and Vietnam.
(SEASON). SEASON is designed to RNUS also had a chance to establish
monitor both environment and good relations with ma ny
disaster phenomena such as forest participants for future information
fire, flooding, heat island issues, exchanging.
vegetation health, sea surface(By K. Worakanchana)temperature, atmospheric pollution
and so on, over Asian region with
continental scale in a near-real time
fashion (http://webmodis.iis.utokyo.ac.jp/). This is conducted onb eh al f of a memorandum of
understanding (MOU) signed among
I I S, A IT and GIS T DA and is
Dr. Takeuchi’s presentation

RC-58 held its second meeting
The Research Committee 58 (RC58) held its second meeting on August
2nd. RC-58 was launched under the
topic “Business Continuity
Management (BCM) Systems Suitable
for Japanese Society.” Businesses are
faced with many threats to thecontinuance of their trade and planning
to avert those threats or to reduce theireffects has been getting increasing
attention. Japan is confronted withparticular situations such as the highlikelihood of natural disasters, highpopulation density, and also its own
cultural background. BCMs need to be
designed considering these conditions.
The first activity of the committee isto review the existing BCM related
literature produced in Japan andabroad. For this purpose, three working
groups (WGs) have been created: WG1:
comparison of foreign documentation;

WG2: comparison of domestic
documentation related togovernmental agencies; and WG3:
comparisonofdomestic
documentation related to private
businesses. Interim and final reports
will be prepared and a report,
available to the committee members,
will be published with the findings ofthe three WGs.
(By P. Mayorca)

ICUS Newsletter Vol. 7, No. 2407

page 10Disaster Drill held at the University of Tokyo Hospital
ICUS is leading a joint working
group (WG) on disaster management
manual system for the University ofTokyo Hospital considering its role asdisaster base hospital in cooperation
with the hospital and the Division forEnvironment, Health and Safety. A
disaster drill was held at the hospitalfrom 13:30 on September 4, 2007. The
total number of the participants, doctors,
nurses, and administrative staffs,
amounted to more than 400. About 100
students of the Faculty of Medicine were
given special make-up and joined as
mimic patients as a part of the lecture of
emergency medicine. In the drill, theoccurrence of the Tokyo Metropolitan
Earthquake with magnitude 7 wasassumed. The probability of thisearthquake stricking in the coming 30
years is evaluated to be 70% by the
Headquarters for Earthquake Research
Promotion, Japanese Government.
The drill consisted of two parts. The
first half was the training for checking
the safety of patients, staffs and facilities
in each ward of the hospital just after theearthquake and reporting the results tothe disaster command center. The
training for extinguishing fire andevacuation of severely-injured patientswere also done on the 12th floor. Mimic
patients were transported on stretchers
specially designed for emergency
transportation in the staircase from the12th to the 6th floor. After that, they
were evacuated with the firehouseladder truck to the ground. The trainingof safety checking of buildings andlifelines was also carried out by theadministrative staff. Based on the reports
from each ward and section, the disastercommand center decided that thehospital had capability foraccommodating disaster victims
transported from outside.

Transportation by ambulances

Transporting patients in staircase

Rescue by ladder truck

The latter half of the drill was thetraining of triage and treatment forexternal disaster victims. Triage is the
medical activity for sorting patients
according to the severity of their injuries
in order to provide maximum medical
treatment under the restriction of
medical resources. The mimic disastervictims were classified into four
categories: Black: dead or severely
injured and not expected to survive;
Red: severely injured to be treatedurgently; Yellow: moderately injured,and Green: Slightly injured after the firstand second triage. Training of first-aid
treatment was also done. In this year, amonitoring camera system was installedin the hospital so that staff members in
the disaster command center could

assess the whole hospital situation.
As a part of the preparation for the
drill, E-leaning system for doctors andnurses on emergency responses indisaster base hospital was developed by
Dr. M. Yoshimura Ohara and othermembers of the WG in order to increase
their emergency response capacity. The
learning program consists of three parts:
first is the leaning of priorities of
emergency medical response throughdecision-making simulation; second is
the leaning of triage method; and third is
the leaning of practical technique of
triage and treatment through decisionmaking simulation. Users can learn byaccessing the system through theintranet in the hospital. 242 doctors and879 nurses finished learning before thedrill.

Disaster command center

ICUS Newsletter Vol. 7, No. 2

408

Training of second triageof mimic patientpage 11The drill preparation was achievedby our joint WG. ICUS members andstudents of Meguro Laboratory
recorded all the actions with video
cameras and will prepare a documentary
DVD in the near future. Our joint WG
will continue the research for increasing
emergency capacity of the hospitalusing the lessons of the drill.
(By M. Y. Ohara)

Summarizing results of safety
check in ward command center

Training of treatmentof mimic patient

BNUS Activities
The development of a GIS based the existing un-reinforced masonryearthquake evacuation plan for old (URM) structures against lateral force
Dhaka is ongoing. BNUS is analyzing
the compiled data to have an effective
plan for the target area. Initially, the landuse distribution pattern of the study area
is evaluated. It is found that theresidential and mixed type land use ispredominant there. It is interesting to
notice that the 3 storied buildings are
more in number followed by 2 storiedbuildings in the study area.
Research is also going on to assess
3D-model with land use

Land use patter of the study area

Building distribution on story basis

such as earthquake. For that purpose, apilot laboratory test has been
performed. In this case, diagonaltension and off axis compressive loads
were applied. It was observed that incase of diagonal tension only end
crushing occurred. Off axis
compressive load was applied at various
inclinations. In case of diagonal tension
only shear stresses are produced
whereas in other sample distributed
stresses are both normal and shear.
(By M. Ansary)

Test arrangement

ICUS Activities
the 2007 Pisco Earthquake as a
• Prof. Meguro traveled to Bangkok,
member of the team sent by the Japan
Thailand from Aug. 8 to 11 to attend
Society of Civil Engineers and the Japanthe Bangkok International Trade andAssociation of Earthquake Engineering.
Exhibition Center which was held
• Dr. Worakanchana stayed at AIT forfrom Aug. 8 to 19.
his research work and teaching duties• Prof. Meguro visited Taipei, Taiwan
at RNUS from June 8 to Oct. 26.
from Sept. 1 to 3 to join the
Taiwan–Japan Workshop on the • ICUS dispatched a team to survey thedamages from the Niigata Chuetsu
Earthquake Early Warning System.
Oki Earthquake led by Prof. Meguro• Dr. Tanaka stayed at RNUS and TRE,
from July 21 to 22.
Bangkok, Thailand from Sept. 3 to 7.
• Dr. Mayorca traveled to Peru from • RC-58 research committee met on
Aug. 2nd.
Sept. 4 to 28 to survey damages due to• ICUS and RNUS represented the
University of Tokyo in the Thailand
Science and Technology Fair 2007,
which was held from Aug. 8 to 19 in
Bangkok.
• ICUS participated in the Universityof Tokyo Hospital disaster drill on
Sept. 4.
• ICUS co-organized the “Earthquake
Early Warning System Symposium”
held on Sept. 22. Approximately 100
people joined the event.

Awards• Dr. Ohara and Mr. Sathiparan, who
is a Meguro laboratory PhD
candidate, received the “BestResearch Award” for their papers“A Consideration on Land-Use
Control Plan along Active Faults ina Depopulating Society” and“Parametric Study on Diagonal
Shear Behavior of Masonry Wall
Retrofitted by PP-band Mesh,”respectively, at the 26th meeting of
the Japan Society of Natural Disaster
Science held at Hokkaido University
on September 25-26.

• Mr. Michael Henry from Kato
Laboratory obtained the Furuichi
Award on September 28 for his
excellent Master Degree Thesis
entitled “Influence of Re-curing
Condition on Damage and Recoveryof Mortar Exposed to Fire.”

ICUS Newsletter Vol. 7, No. 2409

page 12
Editor’s Note
From this July to September,big earthquakes struck Niigata,Japan, Peru, and Indonesia,
floods hit Bangladesh and abridge collapsed in Minnesota,
US. These disasters dealt a hugeblow to the countries both sociallyand economically. In Japan, main
infrastructure was established
about forty years ago and it has
been deteriorating more and morewith time. Once we suffer a big
earthquake especially in Tokyo
Metropolitan area, the national

function may be shattered by the nation where no disaster generates
destroyed infrastructure. While any casualties. I hope this policy
p u bl i c i nv e s t m e n t b u d ge t i s shift will become true.
shrinking, the significance and(By S. Miyazaki)
necessity of effective maintenanceof these infrastructures has beenstrongly pointed out by many
academic experts.
A new cabinet was inaugurated
on Sep. 26, 2007 in Japan. New
P r i m e M i n i s t e r, M r. F u k u d apledged in his first policy speech toenforce a political shift to the policy
development with emphasis on ourFrequent bridge maintenance isnational safety and security, strongly required on main routes
especially the realization of thein Tokyo Metropolitan Area

If you would like to contribute an article to ICUS newsletter orhave any comment or suggestion, please contact the editorialcommittee at icus@iis.u-tokyo.ac.jp.
International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
E-mail: icus@iis.u-tokyo.ac.jp
http://icus.iis.u-tokyo.ac.jp/

International Center for
Urban Safety Engineering

410

PRINTED MATTERICUS NEWSLETTER
International Center for Urban Safety Engineering

Institute of Industrial Science
The University of Tokyo

VOLUME 7 NUMBER 3
OCTOBER-DECEMBER 2007

International Center for
Urban Safety Engineering

TRAFFIC ACCIDENTS- ANOTHER DISASTER IN URBAN SAFETY By
Shinji TANAKA
Have you ever experienced a traffic
accident (regardless of its severety) in
your life? If not, you are a relatively
lucky person. However, if you think ofyour family members and friends, you
may not be able to belong to the lucky
group any more. Actually, theprobability of one person encounteringa fatal traffic accident in his/her life is0.5%. The probability becomes 53.4%
for injury accidents and much more for
non-reported accidents. Looking atthese figures, you can realize your good
fortune so far, which, nevertheless is notguaranteed in the future. There were
two serious traffic accidents in Japan in

2006. One took place at an intercity
motorway in the middle of a rainynight. A truck slipped, spun, andstopped with its front turned backblocking the carriageway. Thereafter,
20 vehicles collided with it one rightafter the other. As a result of this accident,
4 fatalities and 10 injuries occurred.
The other tragic accident occurredsimilarly in the night. A drunk driver
collided with a car, at the top of an oversea bridge, from behind. The car,carrying the five members of a family,
dived into the sea due to the impact andthe 3 children in the rear seats were
killed. This accident, widely covered by
the media, resulted in a revision of theRoad Traffic Law to toughen the
penalty for drunken driving.

earthquakes, typhoons, floods, tsunamis
and so on. All of them seriously impact
our society at once and therefore it is ofcourse quite important to prepare forthem. However, if we assess the severityof disasters by the number of deaths,
traffic accidents result in more fatalities
than any natural disasters every year inJapan as shown in the graph below(although there is a decreasing trend).
We all remember the Hanshin-Awaji
Earthquake Disaster or the Sumatra
Tsunami Disaster very clearly, but few
of us remember yesterday’s fatal traffic
accidents. I think these should be
regarded as man-made disasters
affecting urban safety. We should
start to tackle them to realize acomprehensive urban safety.

TRAFFIC ACCIDENTS- HUMAN DISASTER -TRAFFIC ACCIDENTS
IN THE WORLDWhen we think of disasters, weeasily picture natural disasters, such asFirst, let us review the situation of
traffic accidents in the world. As for

Serious traffic accidents in 2006
Copyright: The Mainichi Newspapers (left) and The Yomiuri Shimbun (right)

Number of fatalities
caused by disasters

411

page 2

Number of fatalities per 100 thousand persons

Trend in the number of traffic accidents in Japanthe number of fatalities by traffic
accidents in different countries, thetop three deadliest countries are
China, India, and the United States.
The first two are the most populated
a n d t he l a s t o n e i s t h e mo st
motorized country. However, if you
see the same numbers in relative
terms, i.e. number of fatalities per
100 thousand persons, as shown in
the graph on the top of this page, thesituation becomes different. China
and India are now ranked in the
middle, and the most dangerous
countries are South Africa, Malaysia
and Russia. On the other hand,
northern European countries such as
Netherland, Sweden, the United
Kingdom and Norway, which are
regarded as keen on safety measures,are in the safest group. Japan is arelatively safe country next to them.
Actually, the Japanese government
set a goal in 2003 “to reduce traffic
fatalities to less than 5,000 a year andto realize the safest traffic society inthe world.” If the number achieves
this, then “the safest” might becometrue. These figures suggest that Japan
has fewer problems on the traffic
safety issue.
TRAFFIC ACCIDENTS IN JAPANThen, can we be relieved with thecurrent situation? The above graphshows the trend of traffic accidents,
fatalities and injuries in Japan. There
was a peak in 1970, when the numberof fatalities was 16,775. This serious
situation was often called “trafficwar”. After that, the government andFatalities by age group

ICUS Newsletter Vol. 7, No. 3412

the police made a lot of efforts to
reduce traff ic accidents by, forexample, providing sidewalk or crossover bridges for pedestrians, putting
on traffic signals at intersections,making it mandatory to use seat belt,
etc. Vehicle manufacturers also
improved their products recently byequipping them with airbags, impact
absorption bodies and so on. Thanks
to these countermeasures, the numberof fatalities reduced drastically to
5,744 in 2007, which is about one
third of the peak value.
However, if you see the numberof injuries or accidents, they have notdecreased in the last 5 years. This is
one recent trend of traffic accidents
in Japan. Of course, as the volume ofvehicles is growing rapidly, it is noteasy to reduce the number of traffic
accidents. Therefore, we need someother countermeasures to realize “thereal safest traffic” or “zero-accidents
society”.
ACCIDENTS BY AGE GROUPS
Let us see more specific problems.
The bottom left side graph shows thenumber of fatalities by age group.
The dominant age group is “65 andolder”, which accounts for 44.2% offatalities. (Young people groupsituation was worse in the 80s but it
has improved nowadays). Actually,
the fatality ratio of elderly people intraffic accidents is extremely high(2.30%) compared with other age
groups (0.32 - 0.56%). This means,traffic accidents involving elderly
people are likely to become fatal
ones. Also, Japanese society itself isaging more and more, therefore, thenumber of licensed drivers who are
65 years old and older is about 8
million today and will double to 17
million in 2030. This transition may
cause more serious problems.

Fatalities by mode and age group

page 3

Types of accidents by severity (2001)
ACCIDENTS BY MODE
If you see the fatalities bytransportation mode, bottom right side
figure in the previous page, the largest
is in vehicles (41.3%) and the second ispedestrians (28.6%). Actually, thepercentage of pedestrian fatalities outof the total has been increasing from2000. And, the percentage of elderly
people (over 65) is also increasing.
The graph of fatalities by age
groups and transportation modes
suggests that elderly pedestrians areat significantly high risk, followed byelderly people in vehicles or on
bicycles. From these results, you may
understand the necessity of traffic
safety countermeasures especially for
elderly people, and pedestrians.
TYPES OF ACCIDENTS
Then, what type of accidents aremost serious? The f igure aboveshows the types of accidents byseverity, that is, fatality, severe injury
and light injury. From this, we cansee that: pedestrian, single and heado n a c c i d e nt s ar e maj o r f at alaccidents. Rear-end accidents are thelargest light injur y accidents.
Intersection head-on is relatively highin all categories. Different types ofcountermeasures depending on theaccident type are necessary.
SOCIAL LOSSBY TRAFFIC ACCIDENTS
Finally, how much social cost or
loss do traffic accidents cause? The
Cabinet Office in Japan conducted a
research project to estimate the social
loss caused by traffic accidents. It
classified the loss into five categories,that is, human loss, physical loss,
business loss, public loss and nonmonetary loss. Here, human lossmeans medical care cost or salaryloss, physical loss means car /structure damages, business loss iscaused by worker’s absence, public
loss is the cost for ambulances, police

Composition of social loss
caused by accidents (2007)
and cleaning, and non-monetary lossmeans mental loss like pain, sorrowand trouble.
According to the result, the total
loss including non-monetary loss wasapproximately US$60 billion in 2007
and the composition is shown in thegraph above. Non-monetary loss
occupies quite a large share (35%),
which comes mainly from fatal
accidents. Even though the number offatalities becomes less than 6,000, we
have to continue efforts to reducethem so that social loss is reduced too.
If we see the monetary part by
severity, then the loss due to injury
accidents especially lighter ones is
the hugest because their number isquite large. In any sense, losses areenormous and continue every year.
RESEARCHES TO IMPROVE
TRAFFIC SAFETY
To solve the problems mentioned
above and to improve the traffic
safety, we are conducting researches
from the viewpoint of traff ic
engineering. One of the topics
introduced here is about signal
control improvement.
Generally in signal control, we
need some clearance time (between
yellow and red lights) to clear the
traffic from the intersection when thesignal phases change. At thismoment, a lot of traffic accidents likehead-on, rear-end and pedestrianoccur. Therefore, the clearance time
is key to improve traffic safety inurban signalized intersections. We
observed actual traff ic flows atseveral intersections using video
cameras and examined whether thecurrent signal settings are appropriate
to ensure traffic flows in different
directions.
Th e same can be said on
pedestrian signals. Cur rently,
pedestrian signal clearance time(flashing signal) is determined byhalf the crossing road length and as a

Driving simulator analysis
result a lot of pedestrians remaining
on the road when the signal turns to
red. Here, we also conducted fieldobservations and analyzed pedestrian
walking behavior. Then discussed thefeasibility of a new pedestrian signal
control method to reduce the numberof remaining pedestrians.
We sometimes use a driving
simulator to analyze driver’s behavior
when he/she is faced with a yellow
signal and puzzled whether to go ornot, which is called “dilemma
situation”. As the driving simulator
can record precise data of vehicle anddriver, we can analyze his/her behavior
in detailed for instance reaction time,
vehicle’s deceleration, etc. After doing
this, we would like to propose anadvanced signal control which reducessuch dilemma situation.
TOWARDS SAFER TRAFFIC
Traffic accident are the mostimportant issue to be solved intransportation problems, and willcontinue to be in the future. Japan’s
efforts achieved a considerable
reduction in the number of traffic
fatalities from the peak, but there arestill lots of casualties due to traffic
accidents. Furthermore, there are still
many developing countries which do
not have very basic traffic safety
facilities like pedestrian sidewalk andtraffic signals. We must continue
looking for a better solution to achievea safer traffic, and would like tocontribute to safety improvement inother countries with our experiences.
Data Source:
Cabinet Off ice, National Police
Agency, Fire and Disaster Management
Agency, Japan Automobile
Manufacturers Association

ICUS Newsletter Vol. 7, No. 3413

page 4

ICUS joins the Chiba Experimental Station Open House

ICUS joined the Chiba
Experimental Station Open House
which was held on November 9.
Overall 750 people visited theex h i b i t i o n . I C U S t h e m e wa s
“Towards the Establishment of a
S u s t a i n a bl e U r b a n S y s t e m .”Laboratory members participatedand displayed their panels showing
their research activities. Topics
included earth and undergroundstructures, diffusion of contaminants
in urban areas, and analysis of traffic

ICUS Exhibition at Chiba Experimental Station Open House
jam among others. RNUS and were handed to visitors as well as
B N U S a c t iv i t i e s we r e a l s o small flashlight key holders.
(By P. Mayorca)
introduced. Reports and newsletters

13 Open Lecture was held
The 13th ICUS Open Lecture washeld at IIS on October 2 and attended byapproximately 140 participants. The titleof the lecture was “Safety for Urban
Infrastructure –Crisis management anddisaster control based on Intelligence–.” In
this Open Lecture, we focused on the roleof information and intelligence for thesafety of the infrastructure. Three speakers
were invited from each industry,
government and academia.
Prof. Meguro, the ICUS Director,

gave the welcome speech after which thefollowing presentations were given:- Prof. Hiroyuki Morikawa, Research Center
for Advanced Science and Technology,
the Univ. of Tokyo, “Information
Communications Technology (ICT)
infrastructure for security and safety
based on ubiquitous computing”- Mr. Yukio Toho, Senior Manager ofDisaster Countermeasures Office, NTT,
“Disaster risk management of NTT
group –Availability of ICT for disaster

control”- Mr. Mitsuo Uehara, Director General
for Crisis Management, City of
Yokohama, “Management strategies forcrisis of Yokohama City”
The closing remarks were given by
Prof. Yasuoka. After the Open Lecture asmall party was held and attended byapproximately 60 people. The speakers
and all participants actively exchanged
their opinions in the lecture and the party.
(By S. Miyazaki)

Prof. Hiroyuki Morikawa

Mr. Yukio Toho

Mr. Mitsuo Uehara

ICUS activities recognized domestically and internationally
ICUS laboratory member received
Mondialogo Engineering Award
The Mondialogo EngineeringAward invites engineering students indeveloping and developed countries toform international teams to propose
projects to improve the quality of life in
the developing world. Every year, ten
Mondialogo Engineering Awards and20 Honorable Mentions are given. This
year 801 project proposals were
submitted. To participate in theMondialogo Engineering Award, theUniversity of Tokyo, Oxford University(UK), Nepal Engineering College(Nepal), and Indian Institute ofTechnology Mumbai (India) worked
together, exchanged ideas and submitted
a proposal entitled “Improving thestructural strength under seismic loadingof non-engineered buildings in the
Himalayan region.”

ICUS Newsletter Vol. 7, No. 3

414

After a competitive evaluation, thisproject was selected as one of the top
ten Mondialogo Engineering Awardand €20,000 were received to
implement the proposal.

and the Division for Environment,
Health and Safety. Portable disastermanuals for doctors and nurses weredeveloped and practically used at a
disaster drill held in September, 2007.
An E-learning system to learn about
ICUS awarded the 2007 University emergency responses was alsoof Tokyo (UT) President’s Awarddeveloped and 242 doctors and 879
Dr. M. Y. Ohara, Dr. S. Miyazaki, used it before the drill. An awarding
and Prof. K. Meguro received the 2007 ceremony was held on Dec 21, 2007 at
University of Tokyo President’s Award the auditorium in the University.
for “Development of Portable Disaster(By N. Sathiparan , Meguro
Manuals and E-learning System on Laboratory member and M.Y. Ohara)
Emergency Responses in the
University of Tokyo Hospital.” Thisaward is given to faculty members who
greatly contributed to improve theenvironment of the University. ICUS
participated in the working group on
disaster management manual system
for the University of Tokyo Hospitalwith the University of Tokyo Hospital 2007 UT President’s Award Ceremony

page 5USMCA 2007 was held at Dhaka, Bangladesh
Bangladesh Network Office for
Urban Safety (BNUS), BUET,
Bangladesh and ICUS organized the
Sixth International Symposium on
New Technologies for Urban Safetyof Mega cities in Asia, USMCA
2007, at Dhaka on December 09-10,
2007. The co-organizers of this
symposium were the Foundation for
the Promotion of Industrial Science(Japan), Center of Excellence, The
University of Tokyo (Japan), andCenter for Environment andGeographic information Services(Bangladesh).
The two-day long symposium
prog ram was ar ranged in two
keynotes and plenary sessions and ten
technical sessions. Two keynote
speeches and five plenary lectures
were delivered by invited
distinguished academicians andresearchers from several Asian
countries. The symposium wasinaugurated by Mr. Tapan Choudhury,
Advisor of Food, Energy and Disaster
Management Ministr y of theGovernment of Bangladesh. Prof.
Mehedi Ahmed Ansary, Project
Director of BNUS and chairman of
USMCA 2007 organizing committee,delivered the welcome speechfollowed by the opening speeches of
HE Masaki Inoue Ambassador ofJapan in Bangladesh, Professor

Tsuneo Katayama, President of
the International Association ofEarthquake Engineering, Prof. Jamilur
Reza Choudhury, President of
Bangladesh Earthquake Society andProf. A.M.M. Saf iullah Vicechancellor, Bangladesh University ofEngineering and Technology.
Keynote lectures were given by
Prof. Tsuneo Katayama and Prof.
Jamilur Reza Choudhury. Plenary
speakers were Prof. Kenji Ishihara,
Chuo University (Japan), Prof. Worsak
Kanok-Nukulchai, Dean of the Schoolof Engineering & Technology, Asian
Institute of Technology (Thailand), andProfessors T. Uomoto, Y. Yasuoka, andK. Meguro.
Sixty-eight papers were presented
in technical sessions covering a wide
range of issues in the areas of urban
safety including: safety assessment andmonitoring of existing infrastructure;advanced technologies for assessmentof urban safety; maintenance,

retrof itting and rehabilitation of
structures; disaster management;
tsunamis, flood, and environmental risk
assessment; and urban road safety.
Several presentations were made on
newly developed advanced tools andmethodologies for addressing theseissues.
ICUS prepared the Excellent
Young Researcher Award to encourage
activities of young researchers in thefield of urban safety engineering. The
winners of this award were: Ms. Afifa
Imtiaz (Bangladesh University ofEngineering and Technology) and Dr.
Ema Kato (Port and Harbor ResearchInstitute, Japan).
The next symposium will be held
at Tsinghua University in Beijing,
China, on October 21-22, 2008.
Abstracts are invited by June 22,
2008. Further information will be
posted in ICUS web site soon.
(By M. Ansary)

Ms. Yoshimoto with BNUS staff

Prof. Choudhury presenting
a Keynote Lecture

Young researchers with
Prof. Meguro and Prof. Ansary

Mr. Tapan Chowdhury, Hon. Adviser
delivering the Chief Guest SpeechProf. Worsak presentinga Plenary Lecture

RC-58 held meeting
The Research Committee 58 (RC58) held its third meeting on October
17, 2007. It is working under the topic“Business Continuity Management(BCM) Systems Suitable for JapaneseSociety.” This time, Prof. Hiroaki
Maruya from the Institute of Economic
Research, Kyoto University delivered alecture on “Meaning of BusinessContinuity Plan (BCP) and Its Recent
Trend.” He talked about the lessons
from the recent earthquakes andmanmade disasters in Japan, politicalbackground of BCP in Japan andabroad, concrete process of making
BCP. He also addressed the importanceof disseminating BCP to small andmedium-sized enterprises andintroduced his recent activity fordeveloping a step-up guide instructing
how to adapt BCP in small andmedium-sized enterprises. The
committee members are now reviewing
the existing BCM related literature

published in Japan and abroad.
(By M. Y. Ohara)

Prof. Hiroaki Maruya

ICUS Newsletter Vol. 7, No. 3

415

page
page 6
6

BNUS Activities
WorkshopWorkshop on
on
Sharing
Knowledge
Sharing Knowledge onon Last-MileLast-Mile
Warning:
Warning: Community-based
Community-based
Last-Mile
Last-Mile Warning
Warning Systems
Systems
The workshop
workshop was
was held
held inin DhakaDhaka
Theon October
October 25,
25, 2007,
2007, jointly
jointly hosted
hostedonby thethe Bangladesh
Bangladesh Network
Network Office
Officebyfor
Urban
Safety(BNUS)
andfor Urban Safety (BNUS) and
LIRNEasia,
Sri
Lanka.
Prof.
Dr.
LIRNEasia, Sri Lanka. Prof. Dr.
A.M.M. Safiullah,
Safiullah, Honorable
Honorable ViceViceA.M.M.
chancellor ofof BUET,
BUET, andand Mr.
Mr. K.
K. M.
M.
chancellor
Massud Siddiqui,
Siddiqui, Director
Director General
General ofof
MassudDisasterManagement
BureauDisaster Management Bureau(DMB), were
were present
present asas thethe chief
chief and
and(DMB),
specialguestsintheinaugural
special guests in the inauguralsession, respectively.
respectively. The
The workshop
workshopsession,was moderated
moderated byby BNUSBNUS Project
Project
was
Director Prof.
Prof. Dr.
Dr. Mehedi
Mehedi A.
A. Ansary.
Ansary.
Director
Presentations were
were delivereddelivered bybyPresentations
Prof.
Rohan
Samarajiva,
Executive
Prof. Rohan Samarajiva, Executive
Director ofof LIRNEasia,
LIRNEasia, Mr.
Mr. Md.
Md.
Director
Nasir Ullah,
Ullah, Director,
Director, Cyclone
CycloneNasir
Preparedness Program,
Program, Mr.
Mr. Nuwan
Nuwan
Preparedness
Waidyanatha, Project
Project Manager,
Manager,
Waidyanatha,
LIRNEasia, Ms.
Ms. Natasha
Natasha Udu-gama,
Udu-gama,
LIRNEasia,
Project
Dissemination
Manager,
Project Dissemination Manager,
LIRNEasia, Prof.
Prof. Aftab
Aftab Alam
Alam Khan,
Khan,
LIRNEasia,
Department ofof Geology,
Geology, Dhaka
Dhaka
Department
University, Mr.
Mr. Sujit
Sujit Kumar
Kumar
University,

ICUS PARTIC-

WorkshopWorkshop participants
participants

BUET 60th
60th Anniversary
Anniversary celebrations
celebrations
BUET

Debsarma, Meteorologist
Meteorologist andand System
System
Debsarma,
Manager, Bangladesh
Bangladesh Meteorological
MeteorologicalManager,
Department, Dr.
Dr. Ashutosh
Ashutosh Sutra
Sutra Dhar,
Dhar,
Department,
Dept.
of
Civil
Engineering,
BUET,
Dept. of Civil Engineering, BUET,
and Dr.
Dr. S.
S. Rangarajan,
Rangarajan, Senior
Senior Vice
Vice
andPresident,
World
Space
(Satellite
President, World Space (Satellite
Radio).
Radio).

Bangladesh
Bangladesh University
University ofof Engineering
Engineering
andand Technology
Technology (BUET).
(BUET).
A
A series
series ofof events
events were
were arranged
arrangedtocelebrate
thismemorable
to celebrate this memorable events.
events. AA
fair
fair was
was inaugurated
inaugurated at
at December
December 28,
28,
20072007 andand continued
continued until
until December
December31.
31. BNUS
BNUS had
had participatedparticipated actively
actively ininthisthis fair.
fair. BNUS
BNUS activities
activities were
were
presented
presented asas wellwell asas BNUS/ICUS
BNUS/ICUS
joint
publications.
joint publications. A
A numbernumber ofofvisitors
wereinterested
invisitors were interested in thethe mockmock
drill
drill which
which waswas organizedorganized byby BNUSBNUS
inin collaboration
collaboration with
with thethe Bangladesh
Bangladesh
Red
Red Crescent
Crescent Society.
Society. Some
Some posters
posters
made
by
BNUS
were
also
made by BNUS were also distributed
distributed
among
among thethe visitors
visitors toto build
build upupawarenessagainstnaturaldisasters.
awareness against natural disasters.
(By M.
M. Ansary)
Ansary)(By

60 years
years celebration
celebration ofof engineeringengineering
60
educationinBangladesh
education in Bangladesh
July 2007
2007 marked
marked thethe 60th
60th
July
anniversary ofof thethe establishment
establishment ofof thetheanniversary
erstwhile Ahsanullah
Ahsanullah Engineering
Engineering
erstwhile
College, thethe first
first institution
institution for
forCollege,producing
graduateengineersin
producing graduate engineers in
Bangladesh,
which
then
followed
Bangladesh, which then followed aa
glorious path
path toto becomebecome aa premierpremierglorious
institution ofof excellence
excellence inin engineeringengineering
institution
education inin Bangladesh
Bangladesh known
known asas thetheeducation

Damage due to Cyclone SIDR in Bangladesh
CycloneCyclone SIDR,
SIDR, aa category
category 44 storm,
storm,
developed overdeveloped
over thethe Bay
Bay ofof Bengal
Bengal andandstruckstruck thethe coast
coast ofof Bangladesh
Bangladesh onon thetheeveningevening ofof November
November 15,
15, 2007.
2007. With
With
winds
winds of
of up
up to
to 240240 km/hr
km/hr andand associatedassociatedtidal
surgesofseveralmeters,tidal surges of several meters, it
it killedkilledover
thousandsofpeopleanddestroyed
over thousands of people and destroyedhouses,houses, crops,
crops, vegetables
vegetables andand plants
plantsalike
alike along
along its
its trail
trail ofof devastation
devastation over
over ananarea
area ofof thousands
thousands ofof squaresquare kilometers.
kilometers.
Due
Due toto thethe complex
complex ofof deltas
deltas onon thethecoast,
thesetidal
surgeshavepenetrated
coast, these tidal surges have penetrated
deeplydeeply andand extensively
extensively inland,
inland,compounding
compounding thethe alreadyalready existing
existing
problems
problems fromfrom seasonalseasonal flooding.
flooding. SIDR,
SIDR,
was
was oneone ofof thethe 1010 fiercest
fiercest cyclones
cyclones that
that
hit
hit thethe region
region between
between 1876
1876 andand 2007.
2007.
As
As of
of December
December 31,
31, 2007,
2007, thetheGovernment
Government ofof Bangladesh
Bangladesh official
official(MoFDM)(MoFDM) reportreport illustrates
illustrates thatthat thethenumbernumber ofof deathdeath caused
caused by
by SIDR
SIDR has
has
risen
risen toto 3,363
3,363 affecting
affecting 8.9
8.9 million
millionpeopleof2millionfamilies.
people of 2 million families. 871
871 people
peopleareare still
still missing.
missing. These
These casualties
casualties andanddamagedamage toto houses,
houses, livestock,
livestock, crops,
crops,
educational
educational institutions,institutions, roads
roads and
andembankments
embankments have
have been
been reported
reported from
from

ICUS
ICUS Newsletter
Newsletter Vol.
Vol. 7,
7, No.
No. 33416

SIDR
SIDR path
path over
over Bangladesh
Bangladesh
1,950
1,950 unions
unions ofof 200200 upazilas
upazilas ofof 30
30
districts.
districts. Most
Most deaths
deaths andand damages
damages have
have
been
been attributed
attributed toto thethe storm
storm surge.
surge. These
These
figures
could
still
be
conservative.
figures could still be conservative.
DisasterDisaster preparedness
preparedness may
may have
have had
had ananimportantmitigating
effectasimportant mitigating effect as 3.2
3.2
millionmillion people
people were
were evacuatedevacuated fromfrom thethecoastalcoastal areas.
areas.
The
The cyclone
cyclone has
has partiallypartially oror totally
totally
damaged
more
than
one
damaged more than one million
milliondwellings
dwellings andand also
also essential
essential service
serviceinfrastructure.
Deliveryinfrastructure. Delivery ofof aidaid isis slowslow
due
due toto thethe immense
immense logisticallogistical difficulties
difficulties
andand thethe sheer
sheer scale
scale ofof devastation.
devastation. Roads
Roads
toto somesome areas
areas areare still
still impassable.
impassable.

Small
Small shops,
shops, businesses,
businesses, andand market
marketareas
weredamagedalong
areas were damaged along thethe roadroad side
side
Survivors
Survivors areare thronging
thronging moving
movingvehiclesinthebeliefvehicles in the belief thatthat aid
aid isis being
being
delivered.
delivered. This
This isis restricting
restricting thethemovement
movement andand accessibility
accessibility on
on roadsroads
andand increasing
increasing journey
journey times
times forfor relief
reliefworkers.
With
cropplantations
workers. With crop plantations wiped
wiped
out,
out, people
people will
will notnot bebe ableable toto sustain
sustainthemselvesinthecomingthemselves in the coming months.
months.
Waterborne
Waterborne diseases
diseases areare now
now starting
starting
toto taketake root
root inin areas
areas where
where there
there is
is no
no
clean
clean drinking
drinking water.
water. The
The early
early winterwintercold
cold andand fogfog isis further
further worsening
worseninglivingconditions.
living conditions .
(By(By M.
M. Ansary)
Ansary)page 7

RNUS Activities
ICUS renewed contractof RNUS with AITICUS and the Asian Institute ofTechnology (AIT), Thailand, agreed
to renew the Memorandum of
Agreement to continue theircooperating program in RNUS
reaffirming their strong commitment
and determination to make the urban
environment safer. The contract
signing ceremony between ICUS
Director, Prof. Meguro and the Deanof School of Engineering andTechnology, Prof. Worsak Kanoknukulchai, was held on December 9,

successful joint researches andprojects in the areas of urban safetydisaster management, sustainableengineering and infrastructure
management including the “Study on
Application of Fly Ash as Concrete
Ingredient in Thailand & Japan,”“Evaluation of Water Use in Irrigated
Paddy Fields in Eastern Part ofThailand Using Remote Sensing andMeteorological Data,” “Urban Flood
Inundation Modeling in MekongRiver Basin Using a Physically Based
Surface-River Model,” etc.
(By K. Worakanchana)

ICUS PARTICIPAContract signing between
Prof. Meguro andProf. Worsak Kanok-Nukulchai
2007 during the USMCA2007 at theSheraton Hotel, Dhaka.
Since its establishment, RNUS, incooperation with the Asian Instituteof Technology, has carried out many

Dr. Hiroshi Yokota joined ICUS
We would like to welcome warmly Doctor of Engineering Degree in
Dr. Hiroshi Yokota as Visiting Professor February 1993 from the same institute.
of ICUS from November 1, 2007. He is
Executive Researcher and Director ofLife Cycle Management ResearchCenter for Coastal Infrastructures,
Independent Administrative Institution of
the Port and Airport Research Institute.
He graduated from the Department
of Civil Engineering, Tokyo Institute ofTechnology in 1978 and obtained his
Prof. Hiroshi Yokota

His research interest includes
structural concrete including structuraldesign and performance verification ofcivil infrastructure. His recent researchtargets are life-cycle management ofexisting structures including
maintenance and repair methodologies,
prediction of progress of structural
performance degradation, anddurability enhancement.
(By K. Meguro)

ICUS Activities• All ICUS members attended the 6thInternational Symposium on New
Technologies for Urban Safety ofMega cities in Asia from Dec. 7 to 12.
• Prof. Meguro visited Stockholm,
Sweden from Oct. 21 to 23 to attend
the meeting of the Global Facility for
Disaster Reduction and Recovery(GFDRR).
• Prof. Meguro and Dr. Ohara
attended the 2nd International
Conference on Urban Disaster
Reduction which was held in Taipei,
Taiwan from Nov. 26 to 30.
• Prof. Meguro attended the meeting of
the board of directors of the World

Seismic Safety Initiative held in
Singapore from Dec. 1 to 6.
• Dr. Ooka visited Tsinghua University,
Beijing, China, from Nov. 19 to 24 tomeet Professors Yi Jiang, Yingyin Zhu,
and others for discussing about urban
environment and energy issues.
• Dr. Ooka visited Seoul, Korea from
Nov. 25 to 27 to attend a seminar ofinternational experts to which he wasinvited.
• Dr. Kuwano visited Chongqing, China
from Nov. 3 to 10 to join the 3rd SinoJapan Geotechnical Symposium.
• Dr. Tanaka participated in the World
Congress on Intelligent Transportation

Systems which was held at Beijing,
China from Oct. 10 to 15.
• Dr. Worakanchana stayed at AITfor his research work andteaching duties at RNUS from
Dec. 1 to Feb. 28.
• The 13th Open Lecture was held on
Oct. 2.
• The Research Committee 58 met on
Oct. 17 and Dec. 13 to report oneach working group progress.
• ICUS joined the Chiba Experimental
Station Open House on Nov. 9.
• The student seminar was held on
Nov. 30. Approximately 20 studentsjoined the event.

AwardsTaipei, Taiwan, on Nov. 10 for his paper• Dr. Ohara, Dr. Miyazaki, and Prof.
“Study on the Prediction of Indoor
Meguro, received the University of
Humidity Distribution with CouplingTokyo President’s Award for the
Simulation of CFD and Vapor Diffusion“Development of Portable Disaster
Analysis through Building Materials ”.
Manuals and E-learning System on
Emergency Responses in the University • Mr. N. Sathiparan, Meguro Laboratory
graduate student, received the Mondialogoof Tokyo Hospital” on Dec. 21.
Engineering Award as a member of the• Dr. Ooka received the Best Paper Award
team which submitted the proposal
at the International Conference of“Improving the structural strength under
Sustainable Building 2007 held inseismic loading of non-engineeredbuildings in the Himalayan region.”• Mr. R. I. Wicaksono, Kuwano
Laboratory graduate student, received
the Best Presentation Award at the 9thInternational Summer Symposium of
the Japan Society of Civil Engineers
for his paper “Small Strain Stiffness ofClean Sand and Gravel Based on
Dynamic and Static Measurements.”

ICUS Newsletter Vol. 7, No. 3417

page 8
Editor’s Note
In this trimester, we haveagain witnessed the devastating
effects of natural disasters.
Bangladesh was hit by SIDR
Cyclone which left a path ofdevastation. I would like to hereby
express our deepest sympathies tothe affected population on behalfof ICUS.
During the period of thisvolume, we could successfully
hold the USMCA-6 thanks to thee f fo r t s o f o u r B a n g l a d e s h icolleagues at BNUS and BUET
and all the participants. In thiss y m p o s i u m we we re abl e t oexchange opinions, discuss different
problems in our urban environment,
and strengthen collaboration ties
among experts in the field.
As mentioned by Dr. Tanaka inthe main article of this volume,
traffic accidents are one of the
major issues of urban safety. To
address this and other similar
p ro bl e m s , we n e e d t o f i r s t
investigate the phenomena andsingle out the problems that require
attention. Then, we should define
concrete and quantifiable goals andfinally design plans to reach thosegoals. With this approach, Japan
has been able to reduce the numberof traffic related fatalities to one

If you would like to contribute an article to ICUS newsletter orhave any comment or suggestion, please contact the editorialcommittee at icus@iis.u-tokyo.ac.jp.
International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
E-mail: icus@iis.u-tokyo.ac.jp
http://icus.iis.u-tokyo.ac.jp/

International Center for
Urban Safety Engineering

418

third of its peak values, which werereached some 40 years ago.
Urban safety problems need tob e a d d re s s e d f ro m s ev e ra lv i ew p o i n t s . O f c o u rs e, i t i snecessary to solve the technicalissues, such as improving thequality of the vehicles in the case of
traffic safety. However, it is alsoe q u a l l y i m p o r t a n t t o c re a t eregulations and educate the public.
Learning from past experiences andsharing lessons is very useful aswell. We do hope that together with
our Newsletter readers, we will
create a safer urban environment.
(By K. Meguro)

PRINTED MATTERICUS NEWSLETTER
International Center for Urban Safety Engineering

Institute of Industrial Science
The University of Tokyo

VOLUME 7 NUMBER 4
JANUARY-MARCH 2008

International Center for
Urban Safety Engineering

FLOW SLIDES OF UNDERWATER SAND DEPOSITSIN JAMUNA RIVER BED
ByKenji Ishihara*In the middle reach of the Jamuna
River in Bangladesh, about 110km
northwest of Dhaka, a 4.8km-longbridge called Bangabandhu Bridgeconnecting the towns of Sirajganj andBhuapur was planned and constructed
in 1995-1999. Its location is shown inthe bottom left figure. The Jamuna is a
shifting braided river, consisting of
numerous channels which change theirwidth and course significantly with theseasons. Thus, training the river toensure that it would continue to flow
under the bridge corridor was the mostdifficult technical challenge against the
project.
As shown in the more detailed map
in the bottom right figure, the width of
the river channel was about 11km. ThisN
Jamunaarea is the vast expanse of flood plainand has suffered severe destruction over
the years due to intense flooding over
the river channel and its surroundings.
Devastation was particularly
conspicuous at the time of the flooding
in 1987 and 1988. In some areas, river
channels are purported to have shifted
their courses overnight through several
hundred meters. The tendency of thedrift is reported to have been westwards
whereby involving a huge amount ofsandy soils removed by scouring in theriverbed in the west side of the Jamuna
River.
In the large project to construct along-stretch bridge, it was considered
mandatory to protect the bridge
abutment, to implement somecountermeasures against the deleterious
effects due to scouring, and to control
the river channel. With this aim,
construction of guide bunds wasplanned on both sides of the river asshown in the bottom right figure. Of
particular importance was theconstruction of the West Guide Bund,
as it was intended to protect the bridge
abutment behind the river fromscouring or erosion of the riverbed. The
construction consisted of excavating theriverbed by dredging the sand withships and placing erosion-protecting
armors such as geotextiles and stones
over the underwater slopes on the west
side. A typical cross section with anarmored slope is shown in the figure on
top of this page. The location andN1000 mSirajganj

Bhuapur

Dhaka

General location map

General location map

General location map

Locations of the Guide Bunds in Jamuna Bridge site

Locations of the Guide Bunds in Jamuna Bridge site

Locations of the Guide Bunds in Jamuna Bridge site419

page 2
Aboutmentof the bridge

steeper slope with an angle of 1:3.0 anddesignated as “temporary slope” in theleft hand figure.
125 m
30 m
125 m
The dredging work began
Sand bar
Sand barnorthwards in October 1995 from thesouthern rim of the sand bar. As thedredging proceeded, slope failures
West
East
occurred on the permanent slope on
ArmouredTemporary slope
Parmanent slope
November 19th in 1995 and another on
November 22nd. On December 3rd,
Cross section 1400-1800
1995, the largest-in-scale slide took
Cross
sectionfordredging
the dredging
of WestGuide
Bund
the bridge
atsite place on the permanent slope. This slide
Crosssectionfor theof West Guide
Bund
for thebridgefor
at JamunaRiver
Cross section for the dredging
of RiverWest Guide
Jamunasite Bund for the bridge atcovered an area of about 150m wide
West
East
BridgeJamunaRiver
site
and 150m long over the permanent
Permanent
slope
Temporaryslope
abutment
slope. Afterwards many failures were
found to have occurred on the+20m+13m High water
Modifiedprofiletemporary slope in 1996. Many of these+6.2m Low water
+10
+4.0m
slides caused the delay of construction
0work. The most serious concern was
Original
plofilethe failures on the permanent slope,-10
because they had to be repaired toEast-west-20 section through West Guide Bund Channel (from Hight et al.
East-west
sectionthroughthrough
West
Guide
Bund
Channelet al. construct an erosion-free slope. In
1999)
East-west section
West
Guide
Bund
Channel(from(fromHightHightet al. 1999)
recognition of the instability with an1999)
horseshoe-shaped plan view of the page and a typical section (E-W angle of 1:3.5, the cross section design
Guide Bunds are displayed at the section) across the dredged channel is on the permanent slope was changed so
as to have a slope of 1:6.0 near thebottom of this page. The trench varying displayed in the figure below of it.
The slope on the west side was to bottom. For the temporary slope, thefrom 2230m
in depthof West Guide Bund
fortothebridgeat was dug
a River site below water by means of cutter-suction be protected by a geotextiles-stone angle was changed from 1:3.0 to 1:5.0
of West Guide Bund
forwhichthe bridgeatdredgers
were operated
from armor against the scouring, because the as illustrated in the figure by Hight et al.
na River site ships at the site of each guide bund. The bridge abutment was to be installed to shown on this page. Then, the dredging
sand slope being spread behind the the west of the West Guide Bund. Thus, work to full depth was resumed toabutment zone after dredging work is the underwater slope on the west side finish excavation of the trench.
A detailed analysis of the possible
designated as “permanent slope” wasshown in the bottom right photo.
The West Guide Bund was designed so as to have a gentle slope of causes of the slides, based on the results
constructed at the site of a recently 1:5.0 in the middle portion. On the of in-situ and laboratory tests using theformed sand island as seen in the figure contrary, the slope on the east side of sand secured from the site wasin the bottom right of the previous page. the dredged channel was to be left performed. It was found that theuide Bund Channel(from Hightet al.
The materials
forming
the dredged unprotected. Even though slides may presence of mica minerals in the sand1999)
slopeswere
composed
Guide Bund Channel (from Hight et al.of young, occur and the sand bar may disappear in was the potential cause leading to therapidly deposited sediments. The the future due to scouring or erosion, it wide-spread slides in the dredged
1999)
detailed plan view of the excavation is was considered a big matter. Thus, the underwater slopes.
* Professor, Chuo University
shown in the figure on the top of this eastern slope was designed to form a
Locations of slides
Locationsof slidesin theWest Guide
Bund
Sand slope behind the ain the West Guide Bund
Sand slope behind the a
280 m

ry

pora
Tempe
slo

nt

ane
Perm
pe
slo

0

500m

Locations of slides
Locations of slides
Locationsof slides
inintheWest Guide
Bund
the West Guide Bundin the West Guide Bund
ICUS Newsletter Vol. 7, No. 4

420

Sand
slope
behindthe abutment
Sand
slope
behindthe abutmentzone zone
Sand slope behind the abutment zone

page 3

Numerical Simulation of Environmental Problems

In recent years, more attention has
been paid to environmental problems,such as global warming, abnormal
weather, urban heat island, air
pollution, floods, soil and ground waterpollution, biodiversity decrease, etc. In
order to settle these problems, firstly, it
is very important to predict these
phenomena. The recent improvementof computer performance has enabled
numerical simulations of various
environmental phenomena andpromoted the development of various
environmental models. For example,
the future global temperature can bepredicted with some accuracy based on
the future conditions of the CO 2
emissions. The global meteorologicalmodel can also predict abnormal
weather occurring with the global
warming.
In urban areas, not only in Japanbut all over the5555world,
the urban heat
55 50
50 50
island and air pollution
are becoming
5
serious problems. It is possible todetermine
the reasons behind the heat
555555island phenomenausing numerical
505050 The figures on top of thissimulations.
Tokyo
Bay
Tokyo
Bay
Tokyo
Bay
TokyoBay
Bay
Tokyo
Tokyo Bay454545 show a comparison of groundpage
surface temperature over Tokyo
metropolitan area according to artificial
satellite measurements and numericalsimulations. The simulation result
agrees fairly well with themeasurement. The urban heat island
sometimes causes disasters such as
local heavy rain. An example ofprediction is also shown. Thisprediction can be used for taking
countermeasures for floods. The effectsof countermeasures for heat island canalso be estimated with the aid ofnumerical simulations.
To predict air pollution is also very
Horizontal
Wind
Velocity
Vectorfall
Horizontal
Wind
Velocity
Vectorimportant toguaranty
healthyand safe
Horizontal
Wind
Velocity
Vectornfall
fall
lalheavy
heavy
rain(August15,
2007,
12:00~24:00)
human
lives
in urbanareas. The figure
15,
2007,
12:00~24:00)
heavyrainrain(August(August15,
2007,
12:00~24:00)
on t h e r i gh t sh o w s t h e o zo n econcentration over Kanto area in Japanby a coupled simulation of
meteorological and chemical reaction
models. In this result, thephotochemical reaction is considered.
The other figure shows the pollutant
dispersion from an expressway. Microclimate models can represent thedetailed pollutant distribution in thecomplex urban geometry. Thisvisualization technique is very useful toimage pollution problems.

4545
45
4550
50
50
50
55
55
5555 50
50
5050

5555
55
55
5050
50
4545
45
45 50
4545
45
45

55
55
5555
50
50
5050

TokyoBay
Bay
Tokyo
TokyoBay
Bay
Tokyo

45
45
4545

TokyoBay
Bay
Tokyo
TokyoBayBay
Tokyo

Comparison of ground surface temperature (July 24, 1995, 13:00)— left: measured, right: numerical simulation —
mm
80
70
60
50
40
30
20
10
0

12
total
rain
fall
Horizontal
Wind
Velocity
VectorHorizontal
Wind
Velocity
Vector
12
total
rain
fall
Horizontal
12
HorizontalWind
WindVelocity
VelocityVector
Vector12hhhhhtotal
totalrain
rainfallfall
Horizontal
Wind
Velocity
Vector
12
total
rain
fall
Prediction
2007,
Prediction
of
local
heavy
rain
(August15,
2007,
12:00~24:00)
of
local
heavy
rain
(August15,
2005,
12:00~24:00)
Predictionofoflocal
localheavy
heavyrainrain(August(August15,
15,2007,2007,12:00~24:00)
12:00~24:00)
Prediction
Many environmental problems principle which describes them is
described above are dominated by common. It is possible to synthesize
transport phenomena, which include various simulation models on one
convection, diffusion, radiation, platform. This is a future subject ofhydrodynamics and permeation. study in order to settle various urban
Although environmental phenomena problems.
(By R. Ooka)
have a large variety, the physical

Ozon
Ozon
Ozo
Ozo
over
over
over
overKKK

BoB
Bo
B

Globa
GlobalGlob
Globa

ChemicChemic
Chem
Chemi
㧔CMA
㧔CMA
㧔CM
㧔CM

80 70
75
71
66
61
57
52
47
43
38
33
29
24
19
15
10 1
ppbv
1

ComprehenComprehenComprehCompreheOzone
concentration
Ozone
concentration
Ozone
Ozoneconcentration
concentration
over
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ICUS Newsletter Vol. 7, No. 4421

page 4

Recipients of the 2007 USMCA Young Researcher Award
Present Their Research Topics
Ms. A. B. Afifa Imtiaz and Dr.
Ema Kato received the Excellent
Yo u n g R e s e a r c h e r Aw a r d f o r
performing outstanding presentations
and research in the 6th International
Symposium on New Technologies for
Urban Safety of Mega Cities in Asia
(USMCA) held on December 9-10,
2007 in Dhaka, Bangladesh. Ms.
Imtiaz presented the paper “Visual
Screening Methods for Earthquake
Vulnerability Assessment” whereas
Dr. Kato introduced her research“ Va r i a t i o n o f C o r r o s i o n
Characterization of Reinforcing Bar in
Existing RC Structures.” In this issue,
these outstanding researchers briefly
present their study findings.

Ms. Imtiaz , Graduate Student,
Dr. Kato, Senior Researcher,
Civil and GeotechnicalPort and Airport Research InstituteEngineering Department (BUET)
aspects of these procedures can lead to structures and available information isthe development of an ideal Rapid insufficient.
Visual Screening Procedure which
In this study, corrosion profiles ofw o u l d p r o v i d e m o r e r e l i a b l e reinforcing bars taken from reinforced
assessment of the seismic vulnerability concrete slabs of an open-type wharfof the buildings and form the basis for that has been in service under marine
determining need for more complex environments for 29 years werevulnerability assessment.
investigated. The weight loss ofreinforcing bars in the slabs showed
Visual Screening Methods for
Variation of Corrosion
extremely large variations along the
Earthquake Vulnerability Assessment
T h i s p a p e r d e a l s w i t h t h e Characterization of Reinforcing Bar axis of the bar. The cross-sectional loss
in Existing RC Structuresof the lower half of the piece was larger
investigation of two pre-earthquake
It is important to characterize the than that of the upper half because of
screening methods for rapid evaluationof seismic vulnerability profiles of the corrosion profile of a reinforcing bar the existence of the interfacial
existing building stocks. One of the embedded in concrete when it has transition zone formed due to bleeding.
objectives of the study was to identify, suffered from chloride-induced Moreover, tensile tests of corroded
inventory and rank all high-risk deterioration. In a real structural reinforcing bars showed that thebuildingsDr.
in aKato,
specifiedregionso that a member, a reinforcing bar is not unevenness of cross-sectional loss had
Graduate Student,
SeniorResearcher,
uniformly corroded. Although this an influence on the mechanicalGraduate
GraduateStudent,
Student,
Dr.
Kato,
SeniorResearcher,strategy
forprioritizing
interventions
Dr.
Kato,
SeniorResearcher,
GeotechnicalPort
andAirportResearch
Geotechnicaldeviced.
also compared
Geotechnical could be Port
Research
PortandandItAirport
AirportResearch variation will affect its mechanical properties because of the lopsided
ng Department existing methods
Institutein orderto develop a properties, an actual corrosion profile action of tensile stress.
ng
ng Department
Department
Institute
Institute
UET)
guideline
for
an
ideal
screening
method has been rarely investigated in real
BUET)
BUET)
in the context of Bangladesh. The
methods employed were FEMA-RVS,
developed by The US Federal
Emergency Management Agency(FEMA) and the Simple Survey
Procedure, developed after the 1999
earthquake in the cities of Kocaeli andDüzcec in Turkey.
Both methods were used in the
research for seismic vulnerability
assessment of buildings of Cox’s Bazar
district in Bangladesh. The paper
critically examined and compared thetwo methods with reference to the
Cycloneshelterevaluation
Cycloneshelterearthquake
earthquakevulnerability
vulnerability evaluation
seismic assessment of structures in
Cycloneshelter
earthquake
vulnerability
evaluation
Cycloneshelter
earthquake
vulnerability
evaluation
Cox’s Bazar by identifying the key
Upper
Upper
Upper
parameters contributing to thevulnerability assessment and thesuitability of the methods for
Bangladesh. The study concluded thatboth methods have limitations in termsof incorporating the parameters
Lower
Lower
Lower
relevant for Bangladesh and many
Cross-sectionalloss
Cross-sectionalNo
corrosion
Cross-sectional loss
loss
Cross-sectional loss
No corrosion
Cross-sectionallossother countries. Fine-tuning of the
Cross-sectionalloss
Cross-sectionalloss
No
Cross-sectionalloss Ave.
Nocorrosion
corrosion Ave.
0.8%,
1.7%,
Ave.
1.7%, Max.
Max. 8.2%
8.2%
Ave.
0.8%,Max.
Max.2.0%
2.0%
Ave.
Ave.
0.8%,
2.0%
Ave.1.7%,
1.7%,Max.
Max.8.2%
8.2%
Ave.
0.8%,
Max.
2.0% sections
significantly contributing technicalReinforcing
bars
atMax.
breaking
Reinforcing
bars
atbreaking
sections
Reinforcing
Reinforcingbars
barsatatbreaking
breakingsections
sections

ICUS Newsletter Vol. 7, No. 4422

page 5

Research committee on technologies for evaluation of aging infrastructure
performance degradation (RC-62) is launched
Infrastructure supporting oureveryday life is constructed withvarious kinds of materials, such asconcrete, soil, steel, etc. Structural
performance of the infrastructure will
degrade due to material deteriorations
during service, and sometimes may
reach their minimum requirementlevels. Therefore, it is necessary to
implement a suitable maintenancestrategy on the infrastructure based on
regular assessments of the structural
performance during the service period.
Unfortunately technologies capable ofevaluating quantitatively the structural
performance have not yet been wellestablished although lots of researchworks have been tried to investigate
their applicability for prototype
structures. Furthermore, no research
work has been done to evaluate theperformance of an entire structure fromits foundation to main body.
In consideration of the abovementioned situations, this researchcommittee will start a systematicinvestigation on the state-of-the-art
technologies for the performance
evaluation of infrastructure. This will
include the assessment of existingm e a s u re m e n t a n d e v a l u a t i o ntechniques that are actually being
applied in the fields of concrete, ground,and steel. Transfer and application of
the latest technological developmentsfrom one field to another andintegration of all these technologies will
be addressed. The committee will also
attempt to predict future needs fortechnological developments in thesefields.
The committee organizers are Prof.
H. Yokota, Dr. R. Kuwano, Dr. Y. Kato,and Dr. T. Endo.
(By Y. Kato)

Deteriorationof pierdue tosalttoattack
Deteriorationof pierdue
salt
attackCave-inin roadindue
to theCave-inroad
duedeterioration
to theofundergroundpipe
deterioration of undergroundpipe

RC-58 held meeting
The Research Committee 58(RC-58) met on March 27. The aim of
this committee is to propose guidelines
for developing suitable business
continuity management (BCM) systems
suitable for Japan. In recent years, BCM
systems and business continuity plans(BCP) have become increasingly
popular. Many guidelines to prepare
BCPs have been published in Japan.
However, these were originallydeveloped in Europe and US and havebeen adopted without carefulconsideration of Japanese conditions
such as organization characteristics,
social environment, target emergency
situations, among others. Because of this,even when BCPs are prepared, a realcapability and effective BCM systemcannot be implemented. Considering thisproblematic, ICUS has established theRC-58 and regular meetings have been
held with the member companies todiscuss these issues.
In the latest meeting, each of thethree working group (WG) outcome wasintroduced. WG-1 discussed thedifferences among the guidelines in
Europe and US and those in Japan.
WG-2 compared the Japanese Cabinet
Office Guidelines with that of otherJapanese Government agencies and
WG-3 did the same but the comparison
was done with private sector companies.
Based upon this year discussion, RC-58
published a report.
After the WG reports, an invited
speaker, Mr. Keiichi Ichikawa, delivered
the lecture “How can information
technology be used to implement a good

BCP/BCM?” Mr. Ichikawa is Presidentof Rescue Now Co. Ltd., the firstJapanese disaster IT company providing
BCP consulting services. He presented
the experiences he had when he started
his company and its current situation as
well as his business model idea. After his
lecture, a small gathering was held inwhich participants exchanged ideas andquestions were answered.
(By K. Meguro)

M

Mr. Keiichi Ichikawa

Announcement of USMCA-7
The 7th International Symposium
on New Technologies for Urban Safetyof Mega Cites in Asia will be held on
October 21-22, 2008 in Tsinghua
University, Beijing, China, The
symposium is jointly organized by
ICUS, Institute of Industrial Science,
The University of Tokyo and The
Center for Public Safety Research,
Tsinghua University. This symposium
is organized to provide a forum fordecision makers, practicing
professionals and researchers to share
their expertise in diverse areas such asi n f r a s t r u c t u re p l a n n i n g a n ddevelopment, application of newtechnologies, nondestructive evaluationof structures, rehabilitation methods,
among others.
Abstracts are welcomed by June 22
and notification of acceptance will besent by July 20. Full papers must be

submitted by August 31, 2008, which isalso the early bird registration deadline.
For information regarding this
symposium please contact Dr. Wenguo
Weng, Center for Public Safety
Research, Tsinghua University, Beijing,
100084, P.R. China. (USMCA2008@
tsinghua.edu.cn) or visit the following
URL: http://www.ep.tsinghua.edu.cn/
USMCA2008.
(By R. Ooka)

ICUS PARTICIPATION ﾐ IIS OPEN HOUSE

ICUS Newsletter Vol. 7, No. 4423

page 6

RNUS Activities
sensing/GIS technologies” at AITCenter on February 8, 2008. The
objective of this seminar was to create
the environment for remote sensing/
GIS and disaster managing specialists
to exchange their opinions, point ofviews and information.
The seminar started with opening
speeches by Professors Kanoknukulchai and Meguro followed bypresentations from ten speakers from
AIT, GISTDA, IIS, ICUS, JAXA
Thailand and Kasetsart University(For more information see www.set.
ait.ac.th/rnus/rnusnew). After this, theclosing speech was given by Prof.
RNUS SeminarD r s . T a k e u c h i a n d Yashiro, vice president of IIS. Most ofWorakanchana organized a seminar the audience in this seminar was fromon the topic “Toward a partnership Thai Government organizations.
on disaster management and remote
Survey and Interview for Sustainable
Tsunami Disaster Mitigation System
Project in Phuket
Prof. Meguro led the team joinedb y D r s . Ta k a s h i m a a n d
Worakanchana to collect data andinterview people for a Sustainable
Tsunami Disaster Mitigation System
for the Indian Ocean Region Project
Group
Group photo
photo ofof speakers
speakers
on February 9-10, 2008. During this
andorganizers
organizers at
at RNUSRNUS seminarandseminar

RNUS, GIC, Kyoto University
and the University of Tokyo carry out
field survey in Thailand
On January 10, 2008, Drs.
Takeuchi, Worakanchana (ICUS) andSuzaki (Kyoto University), carriedout a field survey at Buriram,
northeast of Bangkok. The objectiveof this field survey was to install soil
moisture and temperature probes tovalidate data along with anestimation of soil moisture using
active microwave satellite data forthe mitigation of drought impact.

trip, the research team visited Mr. C.
Sukban, Deputy Mayor of Pathong
Municipality, Ms. P. Nootmorn,
Director of Andaman Sea Fisheries
Research and Development Center,
Ms. S. Pinpradab, Director of Tourism
Authority of Thailand and Mr. C.
Kerdsom, Head of Phuket Disaster
Prevention and Mitigation Office.

ICUS PARTICIPATION ﾐ IIS OPEN HOUSE

Short Seminar on Transportation
at Chulalongkorn University
A half day seminar focusing ontransportation research was held on
March 25, 2008 at Chulalongkorn
University. The welcome address andopening speech were delivered by Dr.
T. Tongthong, Head of the Civil
Engineering Department,
Chulalongkorn University. Twospeakers from the University of Tokyo
made presentations: “Urban railway
network planning in Tokyo” by Dr. H.
Kato and “Feasibility study of peakh o u r ro a d s h o u l d e r u s a g e i nurbanized motorways” by Dr. S.
Tanaka. The closing speech was given
by Dr. K. Choocharukul.
(By S. Tanaka
and K. Worakanchana)

The Center for Integrated Disaster Information Research was created
The Center for Integrated Disaster
Information Research (CIDIR) wasestablished at The University of Tokyoon April 1st, 2008. It was launched for
integrating humanities and scientificresearch on disaster information by theInterfaculty Initiative in Information
Studies, the Earthquake ResearchInstitute, and the Institute of Industrial
Science (IIS). A symposium was heldfor disseminating the objectives of
CIDIR establishment at IIS on March
12 and attended by more than 200
participants. A press conference washeld before the symposium.

Welcome speech by Prof. Maeda,
Director of IIS

Welcome speech by Prof. Maeda,
Director General of IIS

ICUS Newsletter Vol. 7, No. 4

424

Panel discussion panelists

Audience snapshot

Panel discussion panelists

Audience snapshot

The symposium started withwelcome speeches by Prof. Syunya
Yoshimi, Director General ofInterfaculty Initiative in Information
Studies, Prof. Syuhei Okubo, Director
General of the Earthquake ResearchInstitute, and Prof. Masafumi Maeda,
Director General of the Institute ofIndustrial Science. Then, Prof. Yoshiaki
Kawata, Kyoto University and Prof.
Atsushi Tanaka, Director of CIDIR,
gave presentations on the future
prospective of the research activities in
CIDIR.
The latter part of the symposium
was a panel discussion on “the effective
use of disaster information for Tokyo

Metropolitan Earthquake andexpectation for CIDIR.” Six panelists
and one chairman, Noboru Yamazaki,
who is the commentator of Japan
Broadcasting Corporation joined. The
panelists were Mr. Koji Ikeuchi,
Cabinet Office, Prof. Kazuki Koketsu,
Earthquake Research Institute, Prof.
Kiyoshi Takano, CIDIR, Prof. K.
Meguro, ICUS, in addition to Prof.
Kawata and Prof. Tanaka who were thepresenters in the initial part. ICUS
wishes for a collaborative relationshipbetween ICUS and CIDIR.
(By M. Ohara)

page 7

BNUS Activities
Short Course
The Directorate of Continuing
Education (DCE), Bangladesh
University of Engineering andTechnology (BUET), in association
with BNUS arranged a short course
entitled “Disaster and Conflict—Whatshall we do on it?” The course washeld on March 15-16, 2008 with theobjectives of successfully managing
the situation of natural or man madedisasters; developing a scientificmethod to mitigate disaster casualties;
sharing practical experience of SIDR
cyclone from the engineering point ofview; and making a comprehensive
plan for solving urban flooding,earthquake, etc.
A total of forty three people fromdifferent organization participated .
Prof. Dr. A.M.M. Safiullah, ViceChancellor of BUET was present as
the Chief Guest in the certificate
distribution ceremony. He handed overthe completion certificate to theparticipants, who expressed their
feelings on this course. Some of themrequested the organizer to arrange suchkind of training more as it is the current
key issue.
Building Earthquake Resistant
Masonry Houses
Most of masonry houses in
Bangladesh are not capable to resist
small to moderate earthquakes. This isdue to the lack of knowledge on how tobuild an earthquake resistant house.
BNUS has been working on thisproblem for a long time and is in the
final stage of publishing an Earthquake
Resistant Construction Manual for
Mason Training. After it is completed,
BNUS will arrange mason training
programs in the believe that masons are
the key for making earthquake resistantmasonry houses.

Short course certificate
award ceremony

Prof. Tamura and Japanese Embassy
Staff visited BNUS
Kyoto University Professor, Dr.
Takeshi Tamura, visited BNUS on
March 3, 2008. Mr. Asai, Head of
Cultural Wing of Japanese Embassyand Ms. Fujimoto of the NPO Asia
SEED accompanied him. They werebriefed on BNUS activities. Ms. Jahan
introduced the School Earthquake
Safety Program and Mr. Das explained
the microtremor and Ferroscan survey
conducted on the BUET buildings. Prof.
Ansary informed them about early
warning system in the coastal region in・Prof. Meguro visited Thailand fromFeb. 7 to 11 to give a presentation at
the RNUS Seminar and join the IIS
Alumni party. He also made a fieldsurvey to Phuket, together with Drs.
Takashima and Worakanchana, tocollect data and interview people forthe project Sustainable Tsunami
Disaster Mitigation System for the
Indian Ocean Region.
・Prof. Meguro traveled to Riyadh,
Saudi Arabia to deliver a Keynote
Lecture at the Symposium on
Disaster Management and Safety of
Buildings in Arab Countries.

・Dr. Ooka visited New York, USA, toparticipate in the 2008 American
Society of Heating, Refrigerating and
Air-Conditioning Engineers WinterMeeting from January 19 to 24.
・Dr. Ooka attended the Alliance for
Global Sustainability (AGS) Annual
Meeting 2008 in Boston, USA, from
Jan. 28 to Feb. 1.
・Dr. Ooka traveled to Seoul, Korea
from Feb. 27 to 29 to inspect thepresent situation of ground water use
for air conditioning and others.
・Dr. Tanaka stayed at AIT for his
research work and teaching duties at

Partial view of school students
Bangladesh and about the Mason
Training Program.

SESP in Anandamoyee Girl’sHigh School
BNUS arranged a School
Earthquake Safety Awareness Program(SESP) in Anadamoyee Girls’ HighSchool situated in ward 68 at old
Dhaka. It was attended by around 200
students and was launched on March24, 2008. Ms. Azijun Nessa, the HighSchool Headmistress, delivered theopening speech and thanked BNUS for
selecting her school for such a program.
The Chief Guest, Prof. Ansary
explained the need for earthquake safety
awareness program. A video clip
depicting a deadly earthquake wasshown to the students, who were much
impressed and became eager to learn
more about earthquakes and how totackle them. More of such programs
were requested by the school authority.
The First Aid Training for the school
students will commence when theschool reopens.
(By M. Ansary)

ICUS Activities

RNUS from Jan. 21 to Feb. 16 andFeb. 26 to March 29.
・Dr. Worakanchana stayed at AIT for
his research work and teaching
duties at RNUS from Dec. 1 to Feb.
21 and Mar. 11 to 26.
・Dr. Worakanchana visited Dhaka,Bangladesh from Mar. 15 to 22 toplan a survey to assess thevulnerability of existing building
stock.
・RC-58 committee held a general
meeting on March 27.

Awards・Dr. Ooka received the Best Poster
Riyadh in Saudi Arabia” at the AGS
Award Certificate for his work:
Annual Meeting 2008 on Jan. 30.
“Proposal of New Model House ・Mr. Tetsuro Fujita received the Tanabe
Design with Energy Efficiency forAward for his paper “A Meta-game

Analysis of Effective Strategies forSocial Movement -The cases of
NEN-O EXPWY and Sanbanze
Wetlands-” on March 25.

ICUS Newsletter Vol. 7, No. 4425

page 8
Editor’s Note
To d a y, M a y 1 9 , I a m a t
Shenyang, China to join aninternational workshop. This
afternoon at 2:28pm all the people
in China prayed silently for thepeople who died in the huge
earthquake that occurred in
Sichuan Province a week ago (May12). In the workshop, presentations
were also stopped and all theparticipants prayed silently forthree minutes. The number of lives
lost in the event is more than 40,000

at the moment and it is increasing as
time passes. Last month a big
hurricane attacked Myanmar andalso many lives were lost. How can
we prevent these disasters? Can we
reduce damage? The role of ICUS is
getting larger and larger.
I retired from the University ofTokyo last March. During these ten
years at the Institute of Industrial
Science I had the opportunity to work
at ICUS for five years. I appreciate
all ICUS members and ICUS
affiliated members who kindly and

If you would like to contribute an article to ICUS newsletteror have any comment or suggestion, please contact theeditorial committee at icus@iis.u-tokyo.ac.jp.
International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
E-mail: icus@iis.u-tokyo.ac.jp
http://icus.iis.u-tokyo.ac.jp/

International Center for
Urban Safety Engineering

426

strongly supported me during theseyears. Also, I would like to thank all
ICUS newsletter readers for theircontribution to ICUS. I am now
working at the National Institute forEnvironmental Studies and mymission is still to find ways toimprove our society and to realize asustainable society. It has notchanged at all from ICUS days. I
hope that I can continue
collaborating with old friends. Thankyou again!
(By Y. Yasuoka)

PRINTED MATTERICUS NEWSLETTER
International Center for Urban Safety Engineering

Institute of Industrial Science
The University of Tokyo

VOLUME 8 NUMBER 1
APRIL – JUNE 2008

REMOTE SENSING FOR MONITORINGURBAN SAFETY AND ENVIRONMENT
By
Yoshifumi Yasuoka*
Monitoring of urban safety and environment requires measurements of a wide variety of variables
covering physical, chemical, biological, or geographical aspects. Furthermore, it needs to regularly
observe extensive areas. A comprehensive and efﬁcient monitoring system may not be realized withconventional ground observation methods only.
Remote sensing is an observation tool to identify objects or measure their characteristics without
directly contacting them. Recent developments in remote sensing technologies have been remarkableand very rapid. Observations with one meter spatial resolution and one nanometer spectral resolution
from space are also realized. These may provide an efﬁcient tool to observe a wide range of land
surface, atmosphere and ocean variables over extensive areas at regular intervals.
In this article, new technologies in remote sensing are surveyed, and their applications are
introduced, with emphasis on the monitoring and assessment of urban safety and environment.
REMOTE SENSING
Remote sensing utilizes electromagnetic radiation as a media forthe measurement. The measurement
principle in remote sensing is basedon the fact that all matter reﬂects, absorbs, penetrates and emits electromagnetic radiation in a unique way
with respect to wavelength. This
unique characteristic of radiation iscalled spectral signature of matter,and it enables to identify objects, orquantify their characteristics.
In remote sensing, the reﬂected oremitted electromagnetic radiationfrom a target is detected by a device
called a “remote sensor.” Cameras
or scanners are typical examples ofthese. A vehicle to carry the sensor
is called a “platform,” and satellite
or aircraft are usually used. Remotesensing from satellites or aircraft

enables us to observe a wide rangeof variables over extensive areas atregular intervals.
The performance of a remote sen-sor is determined by various speciﬁcations including spectral range,
spectral resolution, spatial resolution,observation width (swath), or obser-

3-D city model of Hongo Campus, The University of Tokyo,
obtained from IKONOS and ALS data

ICUS Newsletter Vol.8, No.1

427

Page 2
vation frequency. Different types ofremote sensor have been developedwith respect to these speciﬁcations.
The table on top of this page summarizes the speciﬁcations of typical remote sensors used for environmental
and disaster monitoring. High spatial
resolution sensors such as LANDSAT
TM, SPOT HRV, or IKONOS areused for local or regional observation, whereas low spatial resolution,
but wide coverage and high observation frequency sensors such as
NOAA/AVHRR, ADEOS/OCTS,
and TERRA/MODIS are used forcontinental or global scale vision.
NEW TECHNOLOGYDEVELOPMENT IN REMOTESENSING
High-spatial resolution observation
Spatial resolution is one of themost important sensor characteristics in remote sensing. It has been
dramatically improved in the last 20
years, and, today, one-meter spatial
resolution is realized with satellite
sensors. From these images, individual buildings or tree canopies can be
identiﬁed from space. High spatial
resolution observation enables us toretrieve more detailed information
on human settlements, land surface
characteristics or topography fromremotely sensed data. The ﬁgure
below shows an example of building
distribution detected from IKONOS
image with one meter spatial resolution over the central area of Tokyo,
Japan. In this image very ﬁne spatial
structures of the buildings and theroads are identiﬁed.

Speciﬁcations of typical remote sensors
Satellite

SensorLANDSAT
SPOT
ERS-1
JERS-1
JERS-1IKONOS
ALOS
ALOS
NOAA
ADEOS
ADEOS
TERRA
TERRA

TM
HRV
SAR
OPS
SAR
Pan/MSSAVNIR-2
PRISM
AVHRR
AVNIR
OCTS
ASTER
MODIS

Wavelength(μm or GHz)
0.45-12.5
0.50-0.89
5.3 GHz0.52-0.86
1.275 GHz
is./Near-infrared
0.42-0.89
0.52-0.77
0.58-12.5
0.40-0.92
0.40-12.5
0.52-11.3
0.66-14.2

tens in satellite and airborne systems.
New hyper-spectral sensor systems
have the capability of observing land
surface in a couple of hundreds ofchannels. For example, the Hyperion
on EO-1 has 256 channels. Airborne
sensor systems such as CASI and
AVIRIS have more than 200 channels
and their spectral wavelength resolution is as narrow as several nanometers. Data from the hyper-spectral
sensors have indicated the possibilityof observing new urban risk variables,
including concrete degradation, orvegetation stress conditions, which
could not be observed by the conventional sensors.

No. of
bands
7
4
1
4
1
1/4
4
1
5
4
12
14
36

Spatial Res.
(m)
30
10-20
20
18
18
1-4
10
2.5
1000
8 ｰ 16700
15 ｰ 90250-1000

Swath
(km)
180
60
100
75
75
11
70
70/35
2700
80
1400
60
2330

Cycle
(day)
17
26
35
44
44
11
46
46
0.5
41
41
16
16

3-D Observation
Laser ranging technology enables
us to observe the height of the targets
from space. For example, Airborne
Laser Scanner (ALS) can be used tomonitor 3-D structures of buildings
and trees with high accuracy. Today
integration of high spatial resolution satellite data (e.g. IKONOS)
and the topographic data from ALS
enables us to produce detailed three
dimensional data which is very useful for disaster or environmental
assessment in urban areas.

Coupling remote sensing
with modeling
Remote sensing may provide efMicrowave range observation
fective information on the current
With optical remote sensing, we can status of environment or disasters,
not observe the ground through cloud however, it can not predict the future.
or haze. Microwave remote sens- Physical models are required to preing has the advantage of all weather dict the future. Recent developments
observation due to its longer wave- in modeling of atmosphere, ocean
length. This observation capability and land have been very rapid andenables us to monitor land surface model prediction of the earth system
conditions regularly even in heavily has been getting accurate. Still there
clouded regions including tropical is a prediction error since the earth
regions or high latitude regions. A system is too complicated to be modSynthetic Aperture Radar (SAR) is eled. Effective integration betweena typical microwave sensor which remote sensing and modeling may
Hyper-spectral observation
enables high spatial resolution obser- signiﬁcantly reduce model simulaNumber of spectral channels in vation. Microwave remote sensing tion error since remotely sensed disconventional remote sensors has been has also the capability of monitoring tribution of system parameters may
limited to 10 or at most to several precipitation and soil moisture.
be used for boundary conditioning,assimilation/nudging or validation.
There have been studies to integrate
remote sensing and modeling to improve model prediction and estimation. The ﬁgure on the top left cornerof the next page depicts an example
of heat island model simulation inTokyo coupled with remotely sensed
land cover distribution. It was shownthat the accuracy of the estimated land
surface temperature was signiﬁcantly
improved by integrating vegetation
Distribution map of buildings over Shinjuku area, Tokyo, extracted from distribution observed by satellite data
IKONOS image (color represents the building inventory number)with a meso-scale climate model.

ICUS Newsletter Vol.8, No.1

428

Page 3

With integration between
Without integration
remote sensing and modeling(only with modeling)
Simulation of land surface temperature
with integration of remote sensing and modeling
APPLICATIONS OF REMOTESENSING TO URBANMONITORING
Environment and disaster variables
for urban safety monitoring measured by remote sensing range fromphysical, chemical, biological tosocio/economic variables. They also
vary from practical/operational toresearch level. Examples of parameters are summarized as follows.
- Practical level
Land: land surface temperature, topography (Digital Elevation Model),3-dimensional structures of buildings and vegetations, land coverclassiﬁcation, vegetation classiﬁcation, vegetation index (Normalized
Difference Vegetation Index, etc.),
soil index, human habitats
Water: surface temperature, water
quality including suspended sedi-ment and chlorophyll, surface windvector, sea-ice
Atmosphere: temperature, water
vapor, cloud
Others: precipitation- Research level
Land: detail land cover classiﬁcation, detail vegetation classiﬁcation, soil type classiﬁcation, soil
moisture, LAI (Leaf Area Index),
biomass, tree height, canopy structures, NPP (Net Primary Productivity), CO2 ﬂux (NEP: Net Ecosystem
Exchange), chlorophyll/lignin/cellulose in tree canopy
Water: chlorophyll (high accuracy),algae
Atmosphere: CO2, CH4, water vapor, ClO, NOx, SOx, O3, aerosols

Earthquake damaged area observedby ALOS AVNIR-2 and PRISM(from JAXA website)
cities obtained from MODIS data.
They are critical in assessing urban
heat island which has been a serious
issue in most of Asian mega-cities.
The ﬁgure above shows land surface conditions and 3-D structures
over the area damaged by the 2008
Iwate-Miyagi earthquake observedby ALOS AVNIR-2 and PRISM
sensors. These variables might not
be obtained without new remotesensing technologies.
CONCLUSIONS

Pyongyang

Urban safety monitoring withremote sensing has potential advantages as follows:- it does not disturb the object inmeasurement- it can cover extensive areas in ashort time
- it can measure parameters in thesame spatial and temporal scale
for any area of the world- it can cover land, ocean and atmosphere areas where we can not
get into and where we can not do
direct observation.
Development of remote sensing
technology has been very rapid,
and today various types of remotelysensed data are available, ranging
from high spatial resolution data for
local monitoring to wide coveragedata for regional/global monitoring.
It is still difﬁcult to realize operational and practical monitoring with
only remote sensing or only groundobservation. It is expected that an
integrated environment and disastermonitoring system for urban safetyassessment will be accomplished.

Tokyo
Land surface temperature maps over Asian cities
obtained from MODIS data

*Executive Director, National Institutefor Environmental Studies and former
ICUS Professor

The ﬁgure on the bottom of thispage depicts land surface temperature distributions in Asian mega

BeijingShanghai

Seoul

ICUS Newsletter Vol.8, No.1

429

Page 4

Prof. Sawada: 35 years with remote sensing progressI started my new post as professorof ICUS on April 4, 2008. Before
that, I had been working as Principal
Research Coordinator for International Issues in the Forestry andForest Products Research Institute(FFPRI), an incorporated administrative agency, in Tsukuba. My
specialized field is remote sensing
and forest information including geographic information system (GIS).
At the age of a sophomore, I readabout infrared photography ona newspaper and decided to join
the Department of Forestry of the
University of Tokyo for studying forest remote sensing. After I obtained
my Master’s degree there, I started
working as a researcher of FFPRI in
1978. I worked also as adjunct andpart-time teacher at the University ofTokyo and the University of Tsukuba
from 1990 to1994 and 1996 to 2003,
respectively.
After developing software systems
for processing Landsat images
for a few years, I studied radar
remote sensing for about a year
in the University of California at
Santa Barbara. In 1986, the French
Government allowed me to stay as
a visiting scientist for a year at theInternational Institute of Vegetation

Map of the University of Toulouse.
It is my honor to introduce myresearch projects in the past on thisoccasion.
1) Mapping and resource evaluationof natural forests: Very little information on natural forest is available
because of the problem of accessibility. Satellite images and aerial
photography were used to evaluate
typical natural forest resources.
Distribution and available volume oftrees were determined by integrating
remote sensing and GIS data.
2) Development of early detectionand early warning system for forest
ﬁre: We installed the NOAA satellite
receiving system in Indonesia anddeveloped the early detection system
for suppressing ﬁres in 1997. Basedon this experience, a similar system

Fire spread risk map of Japanwas set up in Japan to monitor theSouth East Asian countries. These
operational information systems
using remote sensing brought us the
Ministers Prize of the Ministry of
Education, Culture, Sports, Scienceand Technology of Japan in 2001.
3) Information for land managementof the Mekong River Basin: The
Mekong is an international riverwhich flows through China, Laos,
Myanmar, Thailand, Cambodia andVietnam. Because the development of
cities and living environment depend
on availability of water resources,
watershed management is a very
important issue. We clarified theenvironment conditions of the last 20
years using the flux tower data andsatellite data, such as NOAA, SPOT
and LANDSAT. We were awarded
the national order by Cambodian
Government for this activity.
These results were applied to estimate carbon fixation of forest for
the Kyoto Protocol under the United
Nations Framework Convention on
Climate Change. As an ICUS member, I would like to promote studies
on monitoring of environments underclimate change, which have big inﬂuence on urban safety.
(By H. Sawada)

Upgrading the seismic performance of wooden buildings
I got my Ph.D degree from the Department of Architecture, Graduate
School of Engineering, the Universityof Tokyo in 2001. My research interest is wooden structures and wood
engineering for buildings.
Japan has a longstanding heritageof wooden buildings. At the sametime, Japan is a country beset byearthquakes. Wooden houses in Japan
have suffered great damage causedby strong earthquakes.
Many types of wooden buildings
were built long time ago in Japan.
One of the wooden building category
is the detached wooden house. Thesehouses, built especially over 30 years
ago, have the problem that they havepoor seismic capacity and are damaged by earthquakes. Targets of myresearch group are the seismic diagnosis and reinforcement methods forexisting wooden houses. To clarify
the seismic performance of existingwooden houses, we conducted full-

ICUS Newsletter Vol.8, No.1

430

scale shaking table tests and evaluated damages of existing wooden
houses after earthquakes. At the sametime, it is important to create awareness among homeowners about thedanger of earthquake so that a good
housing stock can be prepared.
In other categories, traditional
wooden buildings are not only buildings but also cultural assets in Japan.
Traditional wooden buildings likeshrines, temples, town houses (Machiya) and folk houses (Nouka) werebuilt by carpenters who were not
structural engineers. They built themusing empirical, not engineering,knowledge. Recently the seismic per-Full-scale shaking table test

formance of traditional wooden buildings is gradually made clear. Even
there are some seismic elements that
we cannot make clear yet, traditional
wooden buildings can be reinforced.
To upgrade the seismic performance of wooden buildings, different
ways should be taken according to
the category of the buildings. A simpliﬁed design method is required for
detached wooden small houses and amore sophisticated method could be
used for traditional wooden buildings.
Researches on both aspects should be
made.
(By M. Koshihara)

Preservation of districts with groupsof historic buildings "Narai-juku"

Page 5

RC-62 held meeting
The Research Committee 62 (RC62), “Technologies for Evaluation ofAging Infrastructure Performance
Degradation,” held its ﬁrst meetingon June 24, 2008. In order to evaluate present and future performance ofinfrastructure, knowledge from two or
more specialized ﬁelds, such as material science, structural engineering,
geotechnical engineering, and so forthis necessary. Although these studies
have been performed separately ineach ﬁeld, an appropriate methodology for combining these results has not

yet been developed. ICUS has established RC-62 in order to consider thisproblem and regular meetings will beheld with the member companies fromvarious specialized ﬁelds in civil engineering in order to build relationships
and create the environment for joint
action. Self-introductions by committee members will be done from theﬁrst to the third meetings.
On this occasion, Mr. Kurita and
Mr. Inada (Shimizu Corporation), Mr.
Sato (Sankyo & Co., Ltd.), Mr. Amano(Hozen Maintenance & Management

Engineering Co., Ltd.), Dr. Odabe(Sumitomo Osaka Cement), Mr. Kado
(Osmos Technology Association ) and
Mr. Koike (Geo Search) introduced
themselves.
(By Y. Kato)

RC-62 meeting snapshot

14th Open Lecture was heldRecently, people are thinking more
often about climate change and getting anxious about how our urban life
will be affected by it. Furthermore,
the Intergovernmental Panel on Climatic Change (IPCC) was awarded
the Nobel Peace Prize last year. For
these reasons, ICUS focused on
climate change and urban safety issues in the 14th ICUS Open Lecture
entitled “How does global warming
change urban environment?”
Approximately 150 participants attended the lecture. Three well-known
professors delivered lectures address-

ing the followings topics: “what kindof changes our society will cause in
the future,” “what kind of life adaptation and relief measures are the bestsolutions,” and “what we shall tackle
immediately.”
Dr. Y. Yasuoka, former ICUS Professor and now Executive Director at
the National Institute of Environmental Studies, moderated the lecture, andProf. Meguro, ICUS Director, gave
the welcome speech. Speakers were:- Prof. Mimura, Ibaraki University
and leader author of the IPCC fourth
assessment report working group.

- Prof. Hanaki, the University of Tokyo and leader researcher of measures for reducing greenhouse gas
emissions.
- Prof. Sawada, former Forestry andForest Products Research Institutemember and currently ICUS Professor. Prof. Sawada is a leader inthe ﬁeld of forest research to tackle
global warming.
The closing remarks were given by
Dr. Yasuoka. After the Open lecture,a small party was held and attended
by approximately 60 people.
(By T. Endo)

Prof. N. Mimura

Prof. K. Hanaki

Prof. H. Sawada

ICUS joins IIS Open House
ICUS jointed the IIS Open House
which was held for three days, fromMay 29 to 31. In this event, our institute is open to the public and experts
to share our research outcomes withthe visitors. Overall 8,500 people
visited Komaba Research Campus.
A theme of ICUS was “Towards theEstablishment of a Sustainable Urban System.”
All laboratory members participated and displayed their panels
showing their research activities.
Topics included: “Simulation ofseismic vulnerability of cities,

houses and rooms”, “Life-cycle
management of port infrastructure”,”Sustainable urban infrastructure”,“Long term behavior of ground andburied structures”, “Concept of disaster intelligence infrastructure”,“Building with natural construction
materials”, “Urban trafﬁc management”, and “Satellite observation
system for urban ambient environment and disaster.” The open house
was also an opportunity to introduce
the 2007 Annual Report as well as
RNUS and BNUS activities. Reports
and newsletters were handed tovisitors. Almost 250 people visited
ICUS exhibition.
(By Y. Kato)

Prof. Sawada explains the principles
of remote sensing and its applications to potential future scientists

ICUS Newsletter Vol.8, No.1

431

Page 6

BNUS Activities
was collected and compiled. On thebasis of this data and practical experience, an analysis was performed.
The ﬁgures below show road damage
in different upazila in Barguna.

Post Disaster Survey
SIDR Cyclone, Bangladesh

A BNUS team visited SIDR affected area (Barguna and Pathuakhali districts) from May 5 to 12,2008 to make a post disaster survey.
Mason Training Manual
The team met local authorities: Disfor Bangladesh
trict Commissioners (DC), Upazila
BNUS has developed a manual for
Nirbahi Ofﬁcers, District Relief andRehabilitation Ofﬁcers, Executive mason training in Bangla. BanglaEngineers, Assistant and Upazila desh has no institution for educating
Engineers of the Water Develop- masons. Thus, this is the ﬁrst step
ment Board and Local Government to develop trained masons in BanZindabaharand NGOs
Zindabahar
Zindabahar
Zindabahar
gladesh. The feature of this manualEngineering Department,
Road (Point-2)
Road
Road(Point-1)(Point-1)(Point-2)
is that trainer and trainee can store(Bangladesh RedRoad
Crescent
Society,
Width-15’
Width-25’
Width-15’
Width-25’
Cyclone Preparedness Program, and this material and detailed training
Zindabahar
ZindabaharRoad
description.
others.)Road
The manual consists of nineThe
authorities
sharedtheir
expeIslampur
Road
Islampur Road
(Point-11)(Point-1)
rience in tackling the situation dur- chapters, which are: earthquake
Width-25’
Width-25’
and its background, site selection,
ing and after SIDR. The team also Zindabahar
Zindabahar
Road(Point-3)(Point-3)
foundation
construction (masonryinterviewed local people who were Road
Width-12’
Width-12’
frame structures), masonry wall
affected by the disaster. Damage data andbuilding, masonry roof and slab
Zindabahar
Zindabaharbuilding,
quality control, mainteRoad (Point-4)(Point-4)
Roadnance and reconstruction,Zindabahar
and retroWidth-8’
Width-8’
Zindabahar

The lower portion of Ward No. 68
has been analyzed. Three evacuation
paths and seven evacuation centers
are identiﬁed. The vulnerability ofevacuation centers was determinedusing the FEMA-RVS and Turkishmethods. The average road width ofIslampur road, P. K. Roy lane, andZindabahar 2nd lane are 6, 3, and 4.5
meters, respectively. Widening of
Playground
Zindabahar
Playgroundroads at different points andZindabahar
methods
toprevent
building collapse are also
Kamranga
MosqueKamranga
Mosquesuggested to ensure effective evacuation. The ﬁgures below show theﬁndings of this study.
(By M. Ansary)

Zindabahar
Zindabahar
MosqueMosqueRoad
Road(Point-1)(Point-1)

Zindabahar
Zindabahar
Road
Road (Point-2)(Point-2)
Width-15’
Width-15’

Islampur
Road
Islampur Road
(Point-11)(Point-1)
Width-25’
Width-25’

Islampur
Road
Islampur Road
(Point-2)(Point-2)
Width-20’
Width-20’

K.Roy
K.Roy
Road
Road
oint-4)oint-4)dth-8’
idth-8’’’Community Based Earthquake
Evacuation Plan for Old Dhaka(Ward No. 68)

Zindabahar
Zindabahar RoadRoad

ur
ur Road
Road

ad
ad

Zindabahar
Zindabahar
Road
Road(Point-1)(Point-1)
Width-25’
Width-25’

Zindabahar
Zindabahar
Road
Road (Point-2)(Point-2)
Width-15’
Width-15’

ﬁtting. The key role for constructing
an earthquake resistant building is
generally played by the mason. So,
well trained masons are essential.

Zindabahar
Zindabahar Road
Road
Islampur
Road
Islampur Road
(Point-11)(Point-1)
Width-25’ Zindabahar
Width-25’
Zindabahar Road
Road

Width-25’
Width-25’

Comparison of damage at different upazila in Borguna district

P.K.Roy
P.K.RoyRoad
Road(Point-4)(Point-4)
Width-8’
Width-8’

P.K.Roy
RoadRoad
P.K.RoyP.K.Roy
Lane
Road
P.K.Roy

Road
oad
2)
2)
12’
12’

(Point-3)(Point-3)
Width-10’
Width-10’

Roads
Buildings
Open SpaceRoad
P.K.RoyRoad
PlotP.K.Roy
boundary(Point-2)(Point-2)
SCORE<2.0

P.K.RoyRoad
P.K.Roy Road
(Point-1)(Point-1)
Width-30’
Width-30’

Width-12’
Width-12’

Kamranga Mosque
MosqueKamranga

Road (Point-3)(Point-3)
Road
Width-12’
Width-12’

Zindabahar
Playground
Zindabahar Playground

Kamranga Mosque
MosqueKamranga

Zindabahar
Zindabahar
Road (Point-3)(Point-3)
Road
Width-12’
Width-12’

Islampur
Road
Islampur Road
(Point-11)(Point-1)
Width-25’
Width-25’

Islampur Road
IslampurRoad

Zindabahar
Playground
Zindabahar Playground

Zindabahar
Zindabahar
Road
Road(Point-1)(Point-1)
Zindabahar
Zindabahar
Width-25’
Width-25’

Zindabahar
Zindabahar
Road
Road (Point-2)(Point-2)
Width-15’
Width-15’

Islampur
Islampur Mosque
MosqueZindabahar
Playground
Zindabahar Playground

Zindabahar
Zindabahar
Zindabahar
Zindabahar
Road(Point-4)
Road(Point-4)
Zindabahar
Zindabahar
Road (Point-3)(Point-3)
Road
Width-8’
Width-8’Road(Point-4)
Road(Point-4)

Islampur Road
IslampurRoad

Width-12’
Width-12’
Width-8’
Width-8’

Kamranga Mosque
MosqueKamranga

Zindabahar
Zindabahar
MosqueMosqueZindabahar
Zindabahar
Road(Point-4)(Point-4)
Islampur
Road
Islampur
Road
Islampur
Road
Islampur Road
Road
Width-8’(Point-2) Width-8’(Point-2)(Point-2)(Point-2)
Width-20’
Width-20’
Width-20’
Width-20’

P.K.Roy
P.K.Roy
Road
Road
Islampur
Road
IslampurRoad(Point-4)(Point-4)
Width-8’
Width-8’

Islampur
Road
Islampur Road
(Point-2)(Point-2)
Width-20’
Width-20’

P.K.Roy
P.K.RoyRoad
Road
P.K.RoyRoad
P.K.Roy Road
(Point-4)(Point-4)(Point-3)(Point-3)
Width-8’
Width-8’
Width-10’
Width-10’

Zindabahar
Zindabahar
MosqueMosqueJhabbuJhabbu Khanam
KhanamMosqueMosqueIslampur
Islampur Mosque
MosqueJhabbuJhabbu Khanam
KhanamMosqueMosqueIslampur
Islampur Mosque
MosqueP.K.RoyRoad
P.K.Roy Road
(Point-1)(Point-1)
Width-30’
Width-30’

JhabbuJhabbu Khanam
KhanamMosqueMosqueIslampur
Islampur Mosque
MosqueP.K.RoyRoad
P.K.Roy Road
(Point-3)(Point-3)
P.K.RoyRoad
P.K.Roy Road
Width-10’
Width-10’(Point-2)(Point-2)
Width-12’
Width-12’
P.K.RoyRoad
P.K.Roy Road
(Point-2)(Point-2)
Width-12’
Width-12’

JhabbuJhabbu Khanam
KhanamMosqueMosqueZindabahar
Zindabahar
MosqueMosqueP.K.RoyRoad
P.K.Roy Lane

P.K.RoyRoad
P.K.Roy Road
(Point-1)(Point-1)
Width-30’
Width-30’
P.K.RoyRoad
P.K.Roy Road
(Point-1)(Point-1)
Width-30’
Width-30’

Shahajada
Mia
MosqueShahajada
Mia
MosqueShahajada Mia
Shahajada
Mia Mosque
MosqueRoads
Buildings
Open Space

P.K.RoyRoad
Plotboundary
P.K.Roy
Lane
P.K.RoyRoad
P.K.Roy
Lane
SCORE<2.0

Roads
Buildings
Open Space

Roads

Roads
Buildings
Open Space
Buildings
Plot Space
boundary
Open
SCORE<2.0
Plot boundary
SCORE<2.0

Evacuation paths showing roadwidths at
different
point
Evacuation
paths
showingroad
Evacuation
paths
showingroadBabu bazaar
GhatMosque
MosqueBabubazaar Ghat
widthsatdifferent
point
Meeting with DC, Patuakhali
widthsat different
pointroad
Evacuation
paths
showing

Roads
Plot boundary
Buildings
Open
Space
Roads
Buildings
Plotboundary
Open Space

Shahajada Mia
Shahajada
Mia Mosque
MosqueBabu bazaar
GhatMosque
MosqueBabubazaar Ghat

Shahajada Mia
Shahajada
Mia Mosque
MosquePlot boundary

Evacuation
Evacuation centers
centers
Evacuation centers

Roads
Buildings
Open Space
Plot boundary

Babu bazaar
GhatMosque
MosqueBabubazaar Ghat

vacuation paths showing road
Evacuation centerswidths at different point
widths at different
point
RC-58
held two meetings inEvacuation
this trimestercenters
The Research Committee 58 (RC58) is working under the topic “Business Continuity Management (BCM)
Systems Suitable for Japanese Society.” Its activities started last year
and 13 companies joined this year.
The ﬁrst and second meeting of thisﬁscal year were held on May 23 andJune 17, 2008, respectively.
Last year, the committee members
reviewed the existing BCM related
literature and made a comparative

ICUS Newsletter Vol.8, No.1

432

Snapshot of three RC-58 working
groups during their discussions
and opinion exchange

Babu bazaar
GhatMosque
MosqueBabubazaar Ghat

study. This year, they were divided
into three working groups in order
to discuss the following topics: 1)
the suitable BCM for private companies, 2) the suitable BCM for local
governments and 3) suitable methods for evaluating BCM. These threeworking groups will continue their
discussions until the next regularmeeting, which will be held in September.
(By M. Y. Ohara)

Page 7

RNUS Activities
Liaison meeting at Japanese
Embassy
Dr. Tanaka attended the 1st liaison
meeting held in Japanese Embassyin Bangkok on June 20, which aims
at promoting information exchange
and collaborative activities among
Japanese organizations working inthe ﬁeld of science and technology.
The participants were from the Japan
Aerospace Exploration Agency, Japan
Society for the Promotion of Science,
Japan External Trade Organization,
National Institute of Information andCommunications Technology, Tokyo
Institute of Technology, Osaka University, United Nations Economic
and Social Commission for Asia andthe Paciﬁc, and AIT.
In this meeting, activities of eachorganization were introduced andissues in conducting research andeducation outside of Japan werediscussed.
RNUS signed professional
consulting services contract
RNUS/AIT team signed a contract
for professional consulting services
on June 2, 2008 for the project entitled “Seismic Hazard and Vulnerability Mapping of Dhaka, Chittagong
and Sylhet City Corporation Areas.”
This project is a part of the Comprehensive Disaster Management Program (CDMP) of the Government of
Bangladesh, supported by the United
Nations Development Programme(UNDP), Department for International Development Bangladesh, andthe European Commission to increase
the level of earthquake disaster preparedness in the important cities
in Bangladesh. The project will be
executed by a joint venture including
consultants, universities, and NGOs.
RNUS/AIT will be responsible
for seismic vulnerability and risk
assessment. The scope includes: supervising ﬁeld survey of more than
20,000 buildings, identifying dynamic characteristics of more than 100
representative buildings, assessing
the seismic vulnerability of typicalbuildings and lifelines by numericalanalyses and estimating potential
losses from possible earthquake
scenarios using the GIS-based software package HAZUS.
(By K. Worakanchanaand S. Tanaka)

Changes in ICUS staff
ICUS welcomes Prof. Sawada
and Dr. Koshihara who joined ourcenter on April 1, 2008 as Professorand Associate Professor, respectively. They belong to the Infrastructure
Information Dynamics Division.
Prof. Sawada ﬁeld of expertiseis remote sensing and forest information including geographic
information system. Dr. Koshihara
specializes in earthquake resistanceof wooden structures and retroﬁtting methods. They have introduced
their researches in this volume of
ICUS Newsletter.

ICUS would like to congratulate
Dr. Miho Ohara who was promoted
to ICUS Associate Professor on
April 1, 2008 and also started towork as Associate Professor for
the Center for Integrated Disaster
Information Research (CIDIR), Interfaculty Initiative in Information
Studies, The University of Tokyo
from June 1, 2008.
CIDIR was jointly established byInterfaculty Initiative in Information
Studies, The Earthquake ResearchInstitute, The Institute of Industrial
Science (IIS) in April 2008 in order
to integrate disaster information

research results in the University ofTokyo. She is expected to act as abridge between CIDIR and ICUS, IIS.
Dr. Ohara graduated from the
Department of Civil Engineering,
The University of Tokyo and joined
ICUS as Research Associate in April
2003. She obtained her Doctor ofEngineering Degree in September
2005 from the University of Tokyo.
Her research interests are urban
disaster mitigation strategies andeducation. Recently, she is developing E-learning system for increasing disaster response capacity of thestaff members in medical facilities
and universities.
(By K. Meguro)

Prof. Haruo Sawada

Dr. Mikio Koshihara

Dr. Miho Ohara

・Dr. Kato attended the 1st International Symposium on Life-Cycle
Civil Engineering, which was heldin Varenna, Italy from June 9 to 16.
・Dr. Tanaka stayed at AIT for his
research work and teaching duties at
RNUS from April 1 to May 1, May 12

to 24, June 16 to 26, and July 2 to 20.
・Dr. Tanaka visited Hong Kong fromMay 18 to 19 to hold a research meeting on dynamic trafﬁc operation.
・ICUS organized the 14th Open
Lecture entitled “How does global
warming change urban environ-Prof. Sawada and Dr. Koshihara
joined ICUS

Dr. Ohara is promoted

ICUS Activities
ment?” on May 9.
・ICUS joined the IIS Open House
from May 29 to 31.
・RC-58 held general meetings on
May 23 and June 17, 2008.
・RC-62 held general meeting on
June 24, 2008.

ICUS Newsletter Vol.8, No.1

433

Page 8
Editor’s Note
In this trimester, there were twohuge natural disasters, one is the
Cyclone Nargis hitting Myanmar
and the other is the Sichuan Earthquake which occurred in China.
Both disasters caused enormous
victims and still a lot of people
are suffering from refugee life. We
would like to express our sincere
sympathies to people affected bythese disasters. Although the events
themselves had huge impacts, problems after the events, such as, trou-

bles and delays in accepting foreignassistance offers, etc. were also
revealed. These post-event activities are very important in disastermanagement, and we have to makeefforts in this area, too.
Cyclones and earthquakes are
typical natural disasters whichcause huge damage in our daily
life. However, as our society develops and connects intricately, factors
which affect urban safety are also
increasing much more than before.
After the retirement of Prof. Yasuoka, who made great contributions

If you would like to contribute an article to ICUS newsletter or haveany comment or suggestion, please contact the editorial committee at
icus@iis.u-tokyo.ac.jp
International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
http://icus.iis.u-tokyo.ac.jp/434

to ICUS from its beginning, we welcome new members, Prof. Sawada
and Dr. Koshihara from this April.
Their researches are introduced inthis volume. ICUS is expanding its
research ﬁeld more widely and thisvariety of activities is the advantage
of our center. Taking these opportunities, we would like to keep ourorganization active and try to tackle
new challenges for a better society
and urban environment.
(By S. Tanaka)

PRINTED MATTERICUS NEWSLETTER
International Center for Urban Safety Engineering
Institute of Industrial Science
The University of Tokyo

VOLUME 8 NUMBER 2
JULY – SEPTEMBER 2008    

CONTRIBUTION OF FORESTSTO SOLVING GLOBAL WARNING ISSUES
By
Haruo Sawada*
Forests provide timber, fuel wood and non-timber forest products for our daily life. At the same time,
forests provide various ecosystem services. Various solutions based on technical improvement havebeen tried to address the negative influence of global warming on citizens. However, these measures
are not advanced enough to save natural forests. According to the Kyoto Protocol, Japan is expected
to reduce CO2 emissions by 6.0%. 60% of them, that is 3.7%, is expected from the forest sector
through forest sinks. Japan has developed the forest management information system, which
introduced various types of GIS and satellite data, for that purpose. We are requested to submit
appropriate methodologies to make the emission reduction from deforestation and forest degradation
effective in the world for the post Kyoto Protocol. Forests could play as a generous donors for selfish
people until the global environment issues arise in the world. Many forests are now under the impact
of global environment changes. How can we return the favor to the forest ecosystem throughcountermeasures to global warming?
Human beings keep prospering on
the Earth supported by naturalenvironment
andforestsareindispensable for sustaining suchconditions. Although many cities havedeveloped on forested land, we are still
supported by the photosynthesis ofnatural vegetation. While humanactivities contribute to climate changes inmany direct and indirect ways, CO2
emissions from human activities are
considered the largest anthropogenic
factor affecting climate change.
Various solutions based on technicalimprovement have been tried to address
the negative influence of global warmingon citizens. However, these measures are
not advanced enough to save naturalforests. History shows that thedestruction of the surrounding naturalenvironment brought the collapse ofprosper cities.

Smoke from forest fires in Siberia covers northern Japan(observed by MODIS/MAFFIN)

ICUS Newsletter Vol.8, No.2

435

Forests provide timber, fuel woodand non-timber forest products for ourdaily life. At the same time, they provide
various ecosystem services, for example,
sequestering
carbonfrom theatmosphere, conserving biodiversity,
preventing landslides, purifying water,
and providing recreation sites. Forest
environmental services also include theregulation of the water cycle and climate,soil formation, and nutrient recycling.
While forest products are widely known,
importance of forest services is often not
well recognized. However, it becomes
importanttoevaluatethese
environmental services, so that decisions
for forest land use are based on the true
worth of forests.
FOREST SITUATION
IN THE WORLDForests are the most productive
terrestrial ecosystems, which makes
them attractive for climate change
mitigation. Forests cover a total of 40
Mkm2 (about 30% of all land in Earth)with 42% in the tropics, 25% in thetemperate, and 33% in the boreal zone.
Changes in vegetation cover affectsurface energy and water balances at theregional scale, from boreal to tropicalforests. In every region, fire causes big
problems, changing vegetation covers
and emitting gases to the atmosphere.
The densities of CO2, methane and N2O
in the atmosphere have been increasing
since 1970s. Main sources of CO2
increment are considered to be the use offossil fuel (two thirds) and land usechanges including deforestation (onethird). Accurate assessment of trends inforest carbon balance requires long-termmonitoring of many replicate plots orvery large plots. For assessing the global
land-atmosphere flux, a modeling study
is also required, because observationsites for ecosystem carbon fluxes are too
sparse and forest ecosystems are too

Tropical forests

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436

Noise-free NOAA color composite image of the worldin early October 2000, created by Vegetation Index (NDVI)
and surface temperature (Green color: dense leaves,
Pinkish color: no leaves, and white color: snow and ice)
heterogeneous to assess the global net
flux with sufficient accuracy.
Tropical forests
During the past two decades, theCO2 flux caused by land use changes has
been
dominatedbytropicaldeforestation. Tropical lands are found tobe either carbon neutral or sink regions,despite widespread deforestation. Thisimplies carbon uptake by undisturbed
tropical ecosystems. However, forest
clearing is a large contributor to the land
use change component of theatmospheric CO2 budget. Extreme
events can cause mass mortality of
individuals and contribute significantly
to determining structures in ecosystems.
Drought plays an important role inforest dynamics and causes big forest
fires. An example occurred during the1997 to 1998 El Nino event, when large
fires in the Southeast Asia are estimatedto have released 0.8 to 2.6 GtC. Firefrequency and intensity are critical toclimate change and land use. A shift
from tropical rainforest to savannahwould result in a net flux of carbon fromthe land surface to the atmosphere. The
future evolution of the CO2 budget inforest land is, therefore, of criticalimportance.
Temperate forests
Although the temperate forest area issmaller than the two other regions,forests are expanding and play as sinks
for CO2. According to the Forest
Resource Assessment 2005 of the Foodand Agriculture Organization of theUnited Nations, China is the leading

country in forest plantation over the last
decade. Many modeling studies havedemonstrated that land cover changes
have local and regional climate impacts
on temperature and precipitation
changes. However, current literaturecited in the Intergovernmental Panel on
Climate Change Fourth Assessment
Report (IPCC AR4) has large
discrepancies in conclusions. For
example, Snyder et al. found thatremoval of northern temperate forests
gave a summer warming of 1.3°C and areduction in precipitation of 1.5 mm/day.
Conversely, Oleson et al. reported thatremoval of temperate forests in the USA
would cool summer temperatures by 0.4
to 1.5° C and probably increase
precipitation, depending on the modeland prescription of vegetation. The
discrepancy between these two studies
was caused by different assumptions.
Boreal forests
The spatial impact of insect damage
is significant comparing to fire in someecosystems, especially in boreal forests.
Spruce bud worm (SBW), for example,
defoliated over 20 times the area burnedin eastern Ontario between 1941 and1996. Models indicate increased boreal
forest reduces the effects of snow albedo
and causes regional warming. The IPCC
AR4 pointed out that migration of boreal
forest northward into tundra would
initially lead to an increase in carbon
storage in the ecosystem due to the larger
biomass of trees compared to that ofherbs and shrubs. However, over alonger time (e.g., centuries), changes insoil carbon would need to be consideredto determine the net effect.
KYOTO PROTOCOL
Role of forest for Kyoto Protocol
The UN Framework Convention on
Climate Change was adopted in 1992 toaddress global warming. The 3rd sessionof the Conference of the Parties to theUnited Nations Framework Convention
on Climate Change (UNFCCC COP3)
was held in Kyoto in 1997. The Kyoto
Protocol was adopted there. The
Protocol stipulates that 38 countries will
reduce their greenhouse gases, including
CO2, to total emissions 5.2% below the1990 level during a period from 2008 to
2012. For example, reduction below
1990 levels of 8% is required for the EU,
7% for the U.S., 6% for Japan, and 0%
for Russia.
The Japanese government decided
the General Principles to cope with
global warming in June 1998. According
to these General Principles, energyderived CO2 emissions control is to be
0%, the emissions control of methane,etc., is to be –0.5%, reduction throughtechnical innovation, etc., is to be –2.0%,
reduction by forest sinks is to be –3.7%,
theemissionscontrolofchlorofluorocarbon substitutes, etc., to be+2% , and the use of the Kyoto
mechanisms is to be –1.8%, which will
be a total of –6%. Because the reduction
by forest sinks is set to be –3.7% out of
the total -6.0%, more than 60% of
reduction of CO2 is expected from theforest sector in Japan.
Japanese forest managementfor Kyoto Protocol
Forest area is about 24.8 million ha,which is 67% of the total land area inJapan. Considerable parts of forests,
about 10 million ha, have been planted
since 1950s. However, 80% of planted
forest are immature and require adequatecare, such as pruning, weeding, thinning,
etc. In the Kyoto Protocol, the nationaltarget for forest carbon sink is 13Mt-C(47Mt-CO2). At the first commitment
period, ‘Forest Management’ under
Kyoto Protocol article 3.4 was defined asfollows: ‘Forest management’ is asystem of practices for stewardship anduse of forest land aimed at fulfilling
relevant ecological, economic and social
functions of the forest in a sustainable

manner. Considering the concept of thatdefinition, Japan enhances forest
management practices focusing onsustainability of forest productivity as
well as multiple function of forest. The
Forest Management concept in IPCC
AR4 is as follows: “In the long term, asustainable forest management strategy
aimed at maintaining or increasing
forest carbon stocks, while producing anannual sustained yield of timber, fiber orenergy from the forest, will generate thelargest sustained mitigation benefit.”
Related to these activities, the Forestry
Agencydeveloped
theforestmanagement information system which
introduced various types of GIS data.
The system is composed of orthophotos
with 1m resolution in 1990, orthoimages of SPOT satellite with 2.5m
resolution, Landsat images with 28.5m
resolution, forest boundary maps, fieldsampling data, elevation data as well as
forest inventory records. Land coverchanges were interpreted at every 500m
of all over the country and the Japan
National Forest Inventory System with
4km grid is also combined with thissystem. Japan adopts the stock change
method to evaluate the carbon fixation inforest during the five years of the Kyoto
Protocol, which was just started lastApril (2008-2012).
REDD for Post Kyoto Protocol
Just before the Kyoto Protocol
started in 2008, the COP13 was held inIndonesia. One of the main discussion
targets was emission reduction fromdeforestation and forest degradation(REDD). It aims to strengthen stopping
deforestation rather than promoting

plantation because very few projects are
accepted as Clean Development
Mechanism (CDM) plantation in the
Kyoto Protocol although the concept of
the CDM plantation was accepted.
Furthermore, it is considered that to stop
deforestation is much easier and more
effective than plantation. The Center ofInternational Forest Research organized
the meeting. Here, I introduced twostatements of the summaries as follows:
1. We need better data on forest
degradation and better methods formonitoring change in carbon stocks
overall, particularly with respect toforest degradation and peat lands.
2. We need new methods for assessing
the vulnerability of forest ecosystems
to climate variability and change.
We are requested to submit
appropriate methodologies to make
REDD effective in the post Kyoto
Protocol world. Many researchers offorest remote sensing sector are focusing
their activities on these REDD issues.
CONCLUSION
Forest provides the land for humanbeings to settle and develop cities. People
cut the trees around the city and use
woods and non-timber products for theirconsumption. Forests could play as
generous donors for selfish people until
the global environment issues arise in theworld. Many forests are now under the
impact of global environment changes.
How can we return the favor to the forest
ecosystem?
* ICUS Professor

Orthophoto with 1m resolution used as the base dataof Forest Information in Japan for the Kyoto Protocol

ICUS Newsletter Vol.8, No.2

437

Towards more earthquake resilient built environment
in the aftermath of the 2008 Sichuan Earthquake
On May 12, 2008, a Mw7.9
earthquake hit the Sichuan Province in
China causing almost 90,000 fatalities
and missing, more than 350,000 injured,and leaving almost 5 million people
homeless. First of all, I would like tohereby express our condolences to theaffected people. The earthquake focal
depth was less than 10km and the fault
plane area estimated was approximately
300 by 30 kilometers. As a result, a hugeregion is supposed to have been
subjected to Japanese Meteorological
Agency Intensities 6+ or more although
information in this respect is still limited.
Building damage was widespread.
Mass media promptly pointed out thatdesign and construction problems andcorruption were to blame for such hugedamage. Although I have no
information on these factors, it isimportant to recognize that the intensityof the shaking was so strong that evenbuildings constructed following the
Chinese Seismic Design Codeexperienced damage and failure.
Soon
after
the
SichuanEarthquake, the Central Disaster

Devastating damage causedby the 2008 Sichuan Earthquake(Photo courtesy of Prof. K. Konagai)

House model retrofittedwith PP-band mesh in Kashmir area
Management
Council,Japanese
Government, released the estimate ofdamage expected in case inland
earthquakes occur under Osaka andNagoya Plains. These events are
expected to be magnitude 7.6, with anenergy release equivalent to about one
fourth of that of Sichuan Earthquake.
The numbers are somber: 42,000 people
would die due to shake and fires,
560,000 structures would collapse dueto the shake, and some 400,000
structures more would be lost by othereffects including fires. This points outthat Japan too, will face a hugecatastrophe if a strong earthquake hits
under a heavily populated region.
Japanese academic societies andtheir Chinese counterparts are
discussing ways to collaborate for thereconstruction of the earthquake
affected areas and several cooperation
projects have started. In my researchgroup, we have been working on atechnique for retrofitting existing low
earthquake resistant adobe/masonryhouses which can also be used for new
constructions. I believe that it can bevery useful for the reconstruction. With

this technique, adobe/masonry walls arewrapped on both sides with Polypropylene (PP-band) meshes which arethen attached with passing through wire
connectors. These bands are commonlyused for packing and are inexpensive,
durable, strong, and world-wideavailable. After the meshes are installed,
the walls are plastered with mud or
mortar, in case of adobe or masonry,
respectively.
After the 2005 Kashmir
Earthquake, a PP-band retrofitted housemodel was constructed to demonstrate
the people in Muzaffarabad, one of theseverest hit cities. A workshop to explain
basic earthquake engineering and how
to make houses stronger by PP-bandmeshes was carried out. During theworkshop, two 1/6 model houses, one
retrofitted and the other not, wereshaken. Participants, which included
government officials, practitioners,
decision makers, researchers, NGO/
NPO leaders and personnel, funding
agencies personnel, mass media, andthe general public, were greatly
impressedbytheimproved
performance.
Together with the previous
initiative, the research group led by Prof.
Mikiko Ishikawa, The University ofTokyo, has proposed to the local
government of Dujiangyan a basic planfor the restoration of their city. I worked
with Prof. Ishikawa on this project as amember of her group.
(By K. Meguro)

ICUS visited PARIICUS members visited the Life
Cycle Management (LCM) ResearchCenter, Port and Airport ResearchInstitute (PARI) which is located near
Yokohama on August 20, 2008. In
2006, LCM-PARI and ICUS exchanged
a Memorandum of Understanding. In
November 2007, Dr. Hiroshi Yokota,
LCM center director, became ICUS
Visiting Professor.
PARI’s main goals are to facilitate
the smooth and efficient construction ofports and airports and researching,developing, and improving technologies
for constructing ports and airports in

ICUS Newsletter Vol.8, No.2

438

Japan. PARI (http://www.pari.go.jp) has
four departments: Research Planningand Administration Department, Marine
Environment
andEngineering
Department,
GeotechnicalandStructural Engineering Department, andConstruction and Control Systems

ICUS members visiting PARI

Department, and thee centers: Airport
Research Center, Tsunami ResearchCenter and LCM Research Center.
Six facilities with advanced andunique technologies were visited: Large
Hydro-Geo Flume (LHGF), Intertidal
flat experimental facility, Intelligent
wave basin for maritime environment,
Unmanned underwater working system,
Underwater 3D Shake Table, and Large
Scale Structure Testing Facility.
Partnership between ICUS and PARI
was reinforced through this visit.
(By T. Endo)RC-62 held meeting
The Research Committee 62 (RC62), “Technologies for Evaluation ofAging Infrastructure Performance
Degradation,” held its second and third
meetings on July 17 and August 21,
2008. Self-introductions were given bymembers continuing those of the firstmeeting. In these two meetings, Mr.
Sugiyama(Chuo
Kaihatsu
Corporation), Mr. Hida (K & T
Consultant), Mr. Yanase (Just Co., Ltd.),

Meeting snapshot
Mr. Sato and Mr. Hamada (Toa
Corporation), Mr. Gomi (Nissan Rinkai
Construction Co., Ltd.), Dr. Endo
(ICUS), Mr. Fukuura (Taisei
Corporation), Mr. Sugano (Tanekaka

Civil Engineering & Construction Co.,
Ltd.), Mr. Shimizu (CTI Engineering
Co., Ltd.), Mr. Tsunekuni (Tokyo
Electric Power Services Co., Ltd.) and
Mr. Ito (Tokyu Construction) introduced
themselves and their research interests.
Self-introductions of all members were
finished. The activities of working
groups are scheduled to begin thisOctober.
(By Y. Kato)

RNUS Activities
RNUS visited Bangladesh
for seismic vulnerability
and risk assessment project
The RNUS/AIT team comprised ofProf. Fumio Yamazaki, from Chiba
University, Dr. Pennung Warnitchai and
Dr. Kawin Worakanchana visited
Dhaka and Chittagong from June 29 toJuly 2, 2008. The main objectives ofthis trip were to investigate projectprogress, conduct visual inspection forbuilding and lifeline system, and provide
recommendations
forlifeline
assessment methodology as part of the
RNUS project “Seismic vulnerability
and risk assessment of Dhaka,
Chittagong and Sylhet city corporation
area.”

RNUS/AIT team visited

On the first two days, the team joined
the meeting held by the Asian Disaster
Preparedness Center (ADPC) team,project counterpart in Dhaka, to discussand learn about the project progress onbuilding and lifeline system assessment,
identification of dynamic behavior ofbuildings, quality control of survey, etc.
The team also visited Prof. Jamilur Reza
Choudhury, Marco Corsi and A.S.M.
Maksud Kamal, members of theTechnical Advisory Group of the
project at Brac University and Disaster
Management and Relief Bhaban,
respectively, to discuss the project
methodology.
On July 1, the team departed to
Chittagong to meet Prof. Md. Jahangir
Alam at Chittagong University ofEngineering and Technology to learn
about the progress of the building andlifeline inventory survey in Chittagong.
Then, the team went to the field forinvestigating the accuracy of thecollected building inventory. On July 2,
the team visited the Water Supply and
Sewerage Authority in Chittagong tointerview, investigate and obtain theavailable potable water lifeline data.

RNUS held seminar
RNUS held a seminar which dealt
with topics of “Remote Sensing” and“Urban Public Transport” on Sept. 16,
2 0 0 8 . In this seminar, three invited
Japanese professors delivered special
lectures:- “Observation of environmental
conditions of land cover in the MekongRiver Basin based on Remote Sensing
and field data” by Prof. Haruo Sawada(ICUS)- “Bus Rapid Transit and Transit
Oriented Development in the context ofdeveloping countries' urban transport”
by Prof. Fumihiko Nakamura,
Yokohama National University- “Urban public transport development
and environment” by Dr. Toshiyuki
Okamura,Yokohama
National
University
A couple of dozens of students andstaffs from the remote sensing and thetransportation engineering field joined,
and they had lively discussions after thepresentations.
By S. Tanaka
and K. Worakanchana)

RC-58 members report their activities
In the framework of the ResearchCommittee 58 activities, the working
group WG-1b is studying district
continuity plans (DCP) in case of adisaster. WG1b invited Mr. S. Mori,
Secretariat of Tokyo Central Station
Commuter Corps and had a discussion
on a suitable DCPs on August 6.
The activity of Tokyo Central
Station Commuter Corps is a good
example related to DCP. In case of theTokyo Inland Earthquake, many

terminal stations are expected to fill withthe refugees who can not return home
due to the traffic disruption andOverview of Tokyo stationand its vicinities

congestion. Tokyo central station is oneof these terminal stations.
Commuter Corps was establishedin 2002 by companies in the areasurrounding Tokyo central station inorder to provide support for numerous
refugees in case of Tokyo Inland
Earthquake. It was authorized by
Chiyoda Ward, Tokyo in 2004. As of
August 2006, 63 member companies
engage in activities.
(By M. Ohara)

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439

Joint Student Seminar on Civil Infrastructure
The Joint Student Seminar on Civil
Infrastructure was held at the Asian
Institute of Technology in Bangkok,
Thailand, on July 3 and 4, 2008. Thisseminar provided an opportunity forstudents from Japanese, Korean, andThai universities to gather and share
their research work. A wide variety of
research topics was covered, from soil
engineering and disaster mitigation to
concrete engineering and traffic
management. Five students from the
University of Tokyo and one from theTokyo Institute of Technology attended(from left to right in the photo): Naoki
Sorimachi (Meguro Lab), Tomoya
Kawasaki (Tokyo Institute ofTechnology),
HiroakiEbizuka(Kuwano Lab), Michael Henry (Y.
Kato Lab), Hiroaki Nishiuchi(Kuwahara Lab), and Yusuke
Matsumura (Takeuchi Lab).

Guest professor and student
presentations were given on the first day.
On the second day, seminar participants
visited the city air terminal and airport
rail link construction site, an elevatedlight-rail project with service from theinternational airport to downtown
Bangkok. The project manager gave apresentation about the construction
methodology before giving a tour inside

Student seminar participants duringvisit to construction site in Bangkok

the city air terminal, which is underconstruction.
Overall, the seminar was a chancefor the students to meet and exchange
ideas with people of different
backgrounds and cultures. Some of theJapanese students presented for the firsttime outside of Japan, so it was a good
Englishchancetoimprovecommunication as well as presentation
skills. In addition, the construction site
visit demonstrated the large difference inconstruction styles between different
countries.
I would like to thank theInternational Center for Urban Safety(ICUS) for providing this opportunity
for us to travel abroad and share theresearch work being conducted at the
University of Tokyo with other people.
(By M. Henry,
Kato Laboratory member)

BNUS Activities
Roundtable meeting was held
A roundtable meeting on the
Establishment of the BUET-Japan
Institute of Disaster Prevention and
Urban Safety was held in the ITN
Conference Room, at the Department of
Civil
Engineering,
Bangladesh
University of Engineering andTechnology (BUET), Dhaka on August
23. The meeting was chaired by thehonorable Vice Chancellor of BUET,Prof Dr. M. M. Shafiullah, andmoderated by Prof. Ansary.
Presentations on the overview ofthe establishment of the institute by Dr.
Raquib Ahsan, Associate Professor,
Dept. of Civil Engineering, BUET, andon the proposed building structure
based on the utilities and equipments
required by Dr. K. Shabbir Ahmed,
Professor, Dept. of Architecture, BUET,
were given. After these presentations,
opinions of stakeholders on the needand usability of such an institute in
BUET and suggestions of stakeholders
on the finalization of a mutual
Memorandum of Understanding (MoU)
were exchanged.
Members from several relevant
institutions participated in the meeting.
All agreed that this institute is a demandat this time and will be very fruitful as alink between academicians andprofessionals. They also agreed that

ICUS Newsletter Vol.8, No.2

440

BUET has the credibility
achievements to establish it.

andEarthquake vulnerability reduction
for urban areas
This research aims to analyze theissues related to physical urban
vulnerability, particularly in Chittagong
city, to arrive at strategies or policy
based solutions that are necessary tosupport the redevelopment of urban
areas, in Chittagong and Bangladesh,and how hazard motivated land use
planning reduce earthquake risk.
Risk assessment analysis has been
done at Nondon Kanon area. An
alternative design solution is proposed
showing the possibilities of earthquake

Vulnerability of Nondon Kanon area
evaluated with RADIUS

Prof. Abdul Jabbar Khandelivering his lecture
vulnerability reduction and also
rethinking the concept of Floor Area
Ratio. Along with other supportive
suggestions this exercise ends withdesigning earthquake resistant public
facilitate buildings (schools), which may
be used as a post disaster shelters .
Lecture was held
BNUS organized a lecture on
Raincut Erosion Control in Chittagong
Hilly Areas on August 28, 2008, at ITN
Conference Room of the Civil
Engineering Building, BUET, Dhaka.
Prof. Abdul Jabbar Khan from the Dept.
of Civil Engineering, BUET delivered alecture on the application of Geojute – aspecial type of woven type open meshjute geotextiles, for protection against
raincut erosion of hilly areas. After thepresentation a roundtable meeting washeld. The assistants appreciated theefforts and initiatives taken for
examining the applicability of geojute.
(By M. Ansary)Delegation from UN-ESCAP visited ICUS
On July 24, 2008, ICUS welcomed
three guests from United Nations
Economic and Social Commission for
Asia and the Pacific (UN-ESCAP)
located in Bangkok, Thailand. Prof.
Meguro, ICUS director, and Dr. Wataru
Takeuchi discussed disaster related
issues with Dr. Xuan Zengpei, Directorof Trade and Investment Division, UNESCAP, and his Japanese colleagues,
Mr. Takao Akutsu and Ms. Atsuko
Okuda. They were very interested in

ICUS activities, especially a low-cost that ways to carry out collaborationbuilding retrofitting technology using work between UN-ESCAP and ICUS,
plastic bands, a 3D-GIS-visualization through RNUS office in AIT, should be
system and a manual to support safe sought.
(By W. Takeuchi)
evacuation. Low cost technologies andknowledge transfer are key points in
disaster relevant issues over AsiaPacific countries, which are under the
responsibility of UN-ESCAP. Prof.
Meguro delivered an hour presentationand it was followed by another hour
discussion. At the end, it was concluded Snapshot of the working meeting

ICUS welcomes Dr. Hong Huang
We would like to welcome warmly
Dr. Hong Huang as Associate Professorof ICUS from August 1, 2008.
He graduated from the Departmentof Chemical Engineering, Zhejiang
University, China, in 1994 and obtained
his Doctor of Engineering Degree in
September 2000 from the Departmentof Chemical System Engineering, The
University of Tokyo.
Dr. Huang’s research focuses on

various aspects related to urban safety
and environmental issues. Based on

Dr. Hong Huang

numerical simulations, experiments andfield measurements, his studies aredesigned to simulate, explain and design
the air, thermal, and wind environment
as well as fire safety over multi-spatial
and multi-temporal axes from humanscale, indoor, outdoor to meso-scale. His
final goal is contributing to planningsafety strategies and ensuring a safe andsustainable society.
(By K. Meguro)

ICUS Activities
Prof. Meguro visited Dhaka,Bangladesh from Aug. 26 to 28 to discuss
the future of BNUS with Prof. M. Ansary
and to meet with Dr. Maksud at the Asian
Disaster Preparedness Center.
Prof. Sawada traveled to Beijing,
China from July 6 to 11 to make apresentation on the “Seasonal Changesof Forest Environment in the Mekong
Rive Basin” at the International
Convention Center.
Prof. Sawada stayed in Bangkok from
Sept 15 to 19. During his visit, he held
primary meetings on collaboration at theSurvey Engineering Department of
Chulalonkorn University, the Faculty ofForestry of Kasetsart University and theGeographic Information and SpaceTechnology Development Agency. He
also participated in an RNUS organizedseminar and made a presentation on“ObservationofEnvironmental
Conditions of Land Cover”
Dr. Kuwano traveled to Atlanta, US,from Sept. 21 to 26 to attend the 4thInternational
Symposiumon
Deformation
Characteristics
ofGeomaterials.
Dr. Tanaka stayed at AIT for his
research work and teaching duties at
RNUS from July 2 to 20, Aug. 18 to 28,
and Sept. 11 to 19.
Dr. Tanaka attended the Intelligent
Transport Systems Asia-Pacific
Forum which was held in Singapore
from July 14 to 18.
Dr. Takeuchi visited the Asian Instituteof Technology from Aug. 4 to 9 to holdmeetings with personnel there. He also
visited AIT from Sept. 15 to 23 toparticipate in an RNUS sponsoredseminar.
Dr. Kawin stayed at AIT for his
research work and teaching duties at
RNUS from June 28 to July 25 and Aug.
18 to Sept. 9.
Dr. Kawin visited Dhaka, Bangladesh
from Aug. 25 to 31 for a preliminary

survey and training of the Asian Disaster
Preparedness Center team in Dhaka fordeveloping the lifeline inventory.
The Joint Student Seminar on Civil
Infrastructure was held at the Asian
Institute of Technology in Bangkok,
Thailand, on July 3 and 4.
RC-62 held general meetings on July
17 and Aug. 21.
ICUS members visit the Port andAirport Research Institute on Aug. 20.
Prof. Meguro and Dr. Ohara
participated in the preparation andexecution of a disaster drill was held at
The University of Tokyo Hospital on Sept.
9. Other ICUS members also
participated in the drill.
RC-58 held general meetings on Sept.
29. During this meeting, each working
group reported their activities. After this,Mr. Hajime Kagiya, Itabashi District
Section Manager, made a presentation
on business continuity plans for local
governments.

AwardsMr. Michael Ward Henry, from Katolaboratory, received the encouragement

award from the Japan Concrete Instituteon July 11 for his research “Evaluationof re-curing for the recovery of highstrength mortar exposed to fire.”

ICUS Newsletter Vol.8, No.2

441

Editor’s Note
Urban safety is often threatenedby huge cyclones, typhoons,
earthquakes, and so on. In addition tothese natural disasters, as introducedin the main article of this volume,
global warming is another aspect
relating to urban safety even if it is anenvironmental problem. For example,
we fear that the global warming will
have a great impact on the intensity ofenvironmental
actionstoinfrastructure. Cyclones and typhoons
may be strengthened due to global
warming. Also, sea level rise willaffect the functions of infrastructure
along coast lines.
Because CO2 emissions fromhuman activities are considered thelargest factor affecting global
warming, all of us have to take actions
to reduce emissions. This includes
preserving forest. As Professor
Sawada mentioned, finding ways tobuild a sufficient forest ecosystem is
eagerly required. As you find in thisvolume of the newsletter, the ICUS
has carried out lots of collaborative
activities with overseas countries. In
particular, countries in the Asiantemperate and tropical zones will be

If you would like to contribute an article to ICUS newsletter orhave any comment or suggestion, please contact the editorialcommittee at icus@iis.u-tokyo.ac.jp
International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
http://icus.iis.u-tokyo.ac.jp/    

442

greatly affected by the global
warming. We wish to contribute moreto those countries to ensure the safetyof people living there.
Dr. Paola Mayorca has served
many years as one of our editorial
staff of the Newsletter. This Newslettermay be the last issue edited by her
because she will start her new life in
Norway in this coming November. We
would like to extend our sincere
appreciation to her great efforts andcontributions.
By H. Yokota) ICUS NEWSLETTER

International Center for Urban Safety Engineering

Institute of Industrial Science
The University of Tokyo

VOLUME 8 NUMBER 3
OCTOBER – DECEMBER 2008

APPLICATION OF COMPUTATIONAL FLUID DYNAMICS
ON THE PREDICTION OF URBAN FIRE SAFETY
AND URBAN THERMAL ENVIRONMENT
By
Hong Huang*
In recent years, urban safety and urban environment are gaining increasing attention forsustainable urban design. Computation Fluid Dynamics (CFD) models have been indispensable andeffective tools for studying urban ﬁre safety and urban thermal environment. Here, it is shown how
a CFD model is applied to predict urban ﬁre and its spread in a modeled urban area by coupling
the model with combustion, radiation and ﬁrebrand scattering mechanism models. Urban thermal
environment is then predicted by a developed numerical simulation program with adaptability tocomplex urban areas.
Urban problems, such as, urban
safety, urban heat island and urban
air pollution is becoming more andmore serious due to the progressesof mega cities. The revolutionary
progress in Computational Fluid
Dynamics (CFD) modeling makes
it possible to model urban boundary layer problems. The ﬁgures in
the right show some CFD numericalsimulation examples. In this article,
it is shown how a CFD model canbe effectively applied in studying
urban ﬁre safety and urban thermal
environment. The model can predict
urban ﬁre and its spread (scatteringof ﬁrebrands) by integrating relevant
processes of turbulent combustion,
radiation and ﬁrebrand scatteringin a simulated urban area. To analyze urban thermal environment, anumerical simulation methodology
with adaptability to complex urban
areas is developed. The methodology takes into account the convection,

Simulation of ﬁre in a room using CFD model

Urban thermal environment analysis
using CFD coupling with radiation model

ICUS Newsletter Vol.8, No.3

443

Page 2
radiation and conduction processes
in the area under investigation.
APPLICATION ON
URBAN FIRE SAFETY
The factors that can cause urban
ﬁre spread are contact ﬁre, radiation,
convection and ﬁrebrands. From
investigation of past urban ﬁres, ﬁrespread often occurred by ﬁre-brands,
especially in case of ﬁres that cause
extensive damage. However, there
are few ﬁndings on the properties and mechanisms of ﬁrebrands
because there are many uncertain
factors, such as meteorological conditions, combustion conditions in
the building that is on ﬁre, types ofbuilding materials, and so on. In thisarticle, for effective prediction of urban ﬁre and ﬁrebrand scattering, the
CFD model is suitably coupled withturbulent combustion model, radiation model and ﬁrebrand scatteringmodel.
Model description
Both the density and the temperature in the ﬁre plume ﬂuctuate
widely. Therefore, the assumptionof an incompressible ﬂuid (Boussinesq approx.) does not hold, andthe plume must be considered as acompressible ﬂuid. Thus, the Favre-averaged process is introduced
here for all the transport equations.
A modiﬁed k-ε model for compressible reciprocating engine ﬂow
is used. A ﬁre model is required toclose the governing equations. Oneof the common methods is to replace
the ﬁre region by a volumetric heatsource (or sometimes heat ﬂux).
However, a combustion model that
accounts for the chemical reactions
between fuel and oxygen must be
Analysis Domain

included to describe the actual ﬁremore closely. Therefore, combustionin the gaseous phase is modeled using the eddy dissipation combustion
model here, which is widely used inﬁre modeling. The chemical reaction
rate is proportional to the turbulence
eddy decay rate and minimum concentration of the fuel or oxygen.
Radiation plays an important rolein the combustion process. It issolved here in parallel with the governing equations. The discrete transfer method is used to provide theradiation source term for the energy
equation of the gas phase and the radiation ﬂux to the solid surface.
In reality, it is not feasible tomodel all the physical processes ofﬁrebrand scattering at one time due
to its complexity. Here the processes
are modeled as follows. The behavior of ﬁrebrands in the airﬂow can beconsidered to obey an air-solid twophase ﬂow. Therefore, the scatteringof ﬁrebrands can be presented by the
Lagrangian transport equation.
Firebrands have various complex
shapes (spherical, cylindrical andboard shape, etc.), and it is very difﬁcult to evaluate the drag force for all
shapes. Here, ﬁrebrands are assumed
to be spherical and the diameter usedin the Lagrange equation is represented by the Stokes diameter of theﬁrebrands. Firebrands are collectedfrom a ﬁre wind tunnel experimentand their Stokes diameters are determined from their densities and theterminal velocities.
Real urban scale ﬁre simulation
An urban ﬁre simulation in a modeled urban area has been conducted.
Figure below shows the calculation
area which is X×Y×Z = 510 m × 110
m × 200 m. The size of each buildSimulation cases

ing is set to be 10 m × 10 m × 10 m,
and the building interval is also set
to be 10m. There are ﬁfteen buildings (5×3) and the building on ﬁre isshown. The ﬂow rate of the combustible gas is controlled from the burning face to get a heat release of 1.6
MW/m2. The inﬂow wind velocity is
assumed as 5.0m/s and 10.0m/s at 10
m height. based on the investigationof Wakayama Shirahama Spa Fire
which occurred in 1998. The windproﬁle is given according to 1/4
proﬁle for urban area. The Stokes
diameters of the ﬁrebrands are set
to be 0.2, 0.3, 0.4, 0.5, 0.6, and 0.7
cm, which are generated at the samegeneration ratio from ﬁring building.
The simulation cases are shown intable below.
Examples of vertical wind distribution and temperature distribution in
the center section (section B-B’) are
shown. The thermal plume is strongest for the all burning cases, the oneof roof ﬁre is stronger than that ofsidewall ﬁre. The inﬂuence on thesky is little for sidewall ﬁre, thoughstrong rising ﬂow is seen between
the buildings. When the inﬂow windvelocity is higher, the thermal plumeis suppressed and greatly inclines tothe leeward side, which increases therisk of the ﬁre spread to the neighboring buildings.
The examples of the ﬁrebrands
scattering results are shown in theﬁgure (see next page). The results
show that ﬁrebrands can inﬂuence awide area in each case, all kinds ofﬁrebrands scatter over 100 m due tothe rising ﬂow. The ﬁrebrands withdiameter of 0.2 cm can scatter 400 m
or more. Comparing with Case 3 (inﬂow wind velocity 5 m/s), the scattering distances increase for Case 6(inﬂow wind at 10 m/s). This is because, though the rising ﬂow in Case
6 is a little weaker, the ﬁrebrands
are raised to the sky by rising ﬂow
and then follow the wind in the sky
which is stronger in Case 6.
APPLICATION ON URBAN
THERMAL ENVIRONMENT
Urban thermal environment
simulation method
The urban thermal environment
numerical simulation is based on a

ICUS Newsletter Vol.8, No.3

444

Page 3

Case 3 (Burning face: all sides)
Vertical wind & temperature distribution(Section B-B’, Inﬂow wind velocity: 5 m/s)

Case 3Firebrand trajectories

Case 6 (Burning face: all sides)
Vertical wind & temperature distribution(Section B-B’, Inﬂow wind velocity: 10 m/s)

Case 6Firebrand trajectories

method coupled with three-dimensional CFD analysis, three-dimensional radiation analysis, and one-dimensional heat conduction analysis.
Figure below shows the ﬂowchart
for this numerical simulation. First,
boundary conditions are set up fromvarious input conditions. Second, athree-dimensional radiation calculation is performed. Then, temperature
distribution inside the ground or wallis calculated by solving an unsteady
one-dimensional heat conduction
equation. Three-dimensional coupledconvection and water vapor transportation calculations are performed
continuously by adding new boundary conditions for the surface temperature distribution of the groundand wall, and air-conditioning heatload obtained from the radiation andconduction calculation. The coupledsimulation of convection, radiationand conduction is then completed byrepeating these operations in series.
This numerical simulation adapts foran unstructured computational gridsuitable for a complex urban area.

Flowchart of the numerical simulation

Real urban area simulation
The simulation object is shown in
the frame enclosed by broken lines
in the ﬁgure below, where the Shinjuku (Tokyo, Japan) DHC (District
Heating and Cooling Systems) center (next to Shinjuku Park Tower, a52-storey building) is located. Field
measurements of out-door thermal
environment were taken here on

Measurement and study area

ICUS Newsletter Vol.8, No.3

445

Page 4
August 20-22, 2003 to investigate
the inﬂuence of the heat release fromthe DHC center on the surrounding
thermal environment. Target date
and time for the analysis is August
22 on 13:00. Figure below shows thesimulation results for the horizontal
distribution of wind velocity andmeasurement results at a height of 1.5
m. As an overall tendency, the simulation results show good agreementwith the measurements. The velocityof the wind decreases close to thebuilding, and a vortex is formed on
the north side of the Shinjuku Park
Tower (around measurement point
7). The vertical distribution in section
A-A’ (refer to ﬁgure ‘Measurement
and study area’) is shown. It showsthat a strong rising ﬂow is formedby the inﬂuence of upward exhaustfrom the cooling tower. It implies
that the heat and vapor released fromthe DHC system are blown upwards
into the sky.
The horizontal distributions oftemperature and absolute humidity
at a height of 1.5 m are shown. It
can be seen that the temperatures arehigher around measurement points
close to buildings and places where
the wind velocity is weak. We cansee that the measured results and thesimulation results are in good agreement. The vertical distribution at
section A-A’ is shown. It can be seenthat temperature stratiﬁcation occurs
around the buildings and the grounddue to heat ﬂux from the buildings
and the ground in vertical direction.
It is also thought that there is little inﬂuence on the thermal environment
at the pedestrian level because theheat and vapor are expelled from thecooling tower high up into the sky.
This agrees with the measured resultthat there is little difference between
the temperature and humidity on thewindward and leeward sides of thearea.

Horizontal wind distribution(m/s) (at 1.5 m height)( ) : measured wind velocity

Horizontal temperature
distribution (˚C)(at 1.5 m height)( ) : measured temperature

Horizontal absolute humidity
distribution (kg / kg of dry air)
( at 1.5 m Height)( ) : measured absolute humidity

Vertical wind distributionin A-A’section (m/s)

Vertical temperature distributionin A-A’section (˚C)

Vertical absolute humidity
distribution in A-A’section(kg/kg of dry air)

ICUS Newsletter Vol.8, No.3

446

CONCLUSION
In this research, in order to investigate the urban ﬁre safety and urban
thermal environment, CFD modelinghas been applied. To predict urban
ﬁre and scattering of ﬁrebrands in amodeled urban area, the CFD model
was coupled to turbulent combustion
model, radiation model and ﬁrebrandscattering model. The results showthat when the inﬂow wind velocity
was comparatively slow, the size ofthe thermal plume became signiﬁcant, and when the inﬂow wind velocity was high, the thermal plume
was suppressed and greatly inclined
to the leeward side, which increased
the risk of ﬁre spread to neighboringbuildings. The ﬁrebrand could scatterover a wide area of more than 400m.
In order to simulate the thermal environment, we developed a numericalsimulation program which could be
adapted to complex urban areas andcoupled with convection, radiationand conduction processes. Applicability of the program was tested in areal urban area. Comparison of themeasured and simulated results fortemperature, humidity and wind velocity conﬁrmed the effectiveness ofthe tool for assessing complex urban
thermal environment.
*ICUS Associate professor

Page 5

Research Committee 62 (RC62) held meeting
Research Committee 62 (RC-62),“Technologies for Evaluation ofAging Infrastructure Performance
Degradation” held its forth meetingon December 2, 2008. In order toevaluate present and future performance of infrastructure, knowledge
from two or more specialized ﬁelds,such as material science, structural
engineering, geotechnical engineering, and so forth is necessary.
Although these studies have been
performed separately in each field,
an appropriate methodology for
combining these results has not yet
been developed. ICUS has established RC-62 in order to consider
this problem, and regular meetings
have been held with the member
companies from various specialized
fields in civil engineering in orderto build relationships and allow forjoint action.
Two working groups (WG) werelunched under this committee andthe target of each WG is structure(WG-1) and ground (WG-2), respectively. Moreover, WG-1 is composedof 3 sub-WGs, namely, evaluationof structural performance (SWG-1),
sensing technologies (SWG-2) andintegration of ground and structure(SWG-3). In this meeting, actionplans of each WG and SWG wereintroduced and discussed. State-ofthe-art report of each field will be
published for the next year’s activity. After the WG reports, an invited
speaker, Prof. F. Katsuki, delivered
the lecture “Structural Health Monitoring for Concrete Structures”.

Prof. Katsuki is a Professor of
Shibaura Institute of Technology andan authority of sensing technologies
for evaluating the performance ofexisting concrete structures. He
presented the research outcomesof the subcommittee on structural
health monitoring for concrete
structures under the JSCE (Japan
Society of Civil Engineering) Concrete Committee. After his lecture, asmall gathering was held in which
participants exchanged ideas andquestions were answered.
(By Y. Kato)

15th ICUS Open Lecture was held
The 15th ICUS Open Lecture
was held on October 6, 2008, which
welcomed approximately 120 participants. Lectures were focused on
ports and airports in Japan and theworld with the title of “Strategy forports and airports as bases of trafﬁcand physical distribution”. We havebeen facing a difficult situation forport and airport improvement due tomany aspects of requirement underbudgetary limitations. Among them,
it is particularly important to take
into account international trade as
well as environmental preservationand disaster mitigation. During thisOpen Lecture, we discussed the policies on how to ensure the functions
and international standpoints during
port and airport improvement, how
to promote the efficiency of physical distribution at ports as a part ofglobal warming countermeasure,and how to maintain the functions
and performance of port and coastal
infrastructures.
Prof. Kimiro Meguro, ICUS Director, addressed the opening of the

Lecture. Brief presenter proﬁles ofthree distinguished presenters andrespective titles of presentation wereas follows:
Dr. Takashi Nanba, Directorof Planning Division, Ports andHarbours Bureau, Ministry ofLand, Infrastructure, Transport andTourism (MLIT); “Reduction of environmental burdens by improving
efﬁciency of a physical distribution
system through ports”.
Prof. Hiroshi Yokota, ICUS Visiting
Professor and Executive Researcher
at the Port and Airport Research

Dr. T. Nanba

Institute; “Infrastructure managementin port and coastal areas”
Mr. Kazushige Umeyama, Deputy
Director General, Kanto Regional
Development Bureau, MLIT; “Extension project in the Tokyo International Airport (Haneda Airport)”
The closing remarks were delivered by Prof. Yokota. After the
Lecture a convivial party was held
and attended by approximately 100
participants. They actively carriedout further discussion and exchangeof views there.
(By H. Yokota)

Prof. H. Yokota

Mr. K. Umeyama

ICUS Newsletter Vol.8, No.3

447

Page 6

Disaster Drill held at the University of Tokyo Hospital
Disaster drill was held at the University of Tokyo Hospital from 13:30
on September 9, 2008. ICUS is leading a joint working group (WG) on
disaster management manual system
for the University of Tokyo Hospitalconsidering its role as the disasterbase hospital with the University ofTokyo Hospital and the Division Environment, Health and Safety. The
scenario of the drill was discussed
and prepared in the WG.
In the drill, occurrence of a Tokyo
Metropolitan Earthquake with magnitude of 7 was assumed. The Drill
consisted of 2 parts. The ﬁrst partwas the training for checking thesafety of patients, staffs and facilities in each ward of the hospital justafter the earthquake and reporting
the results to the disaster command
center. The training of extinguishingﬁre and evacuation of severely-injured patients were also done. Basedon the reports from each ward andsections, the disaster command center decided that the hospital have thecapability to accommodate disastervictims transported from outside.
In order for the disaster command
center to understand the capability of
the hospital quickly after the disaster, the reports from each ward of thehospital to disaster command center
should be done smoothly. And, theresults, such as the number of injured
people, should also be summarized

Triage drill
quickly. This year, viewer system fordisaster command center to checkthe total situation of the hospital
was developed and used in the drill.
Staffs in 30 wards of the hospital
inputted their damage situation in
spreadsheets and brought the ﬁles tothe disaster command center. Eachdata was inputted in the databaseand damage situation of each ward
was plotted and shown on the viewer
system. Real-time data of the total
damage in the hospital was shownon the system. Some of the wards
failed to input the checking sheets.
But most of the 30 wards succeededin reporting to command center.
The second part of the drill was thetraining of triage and treatment for

Yellow: moderately injured patient

outside disaster victims. Triage is the
medical activity for sorting patients
according to the severity of their injuries in order to provide maximum
medical treatment under the restriction of medical resources. The mimic disaster victims were sorted to be
Red; Severely-injured to be treatedurgently, Yellow; Moderately-injured, Green; Slightly-injured after
the ﬁrst and second triage. Trainingof ﬁrst-aid treatment was also done.
Last year, e-learning system for
doctors and nurses on emergency
responses in disaster base hospital
was developed by Dr. M. Ohara andother WG members in order to increase their emergency response capacity. This year, the contents of thelearning system was expanded andused as a preparation for the disaster
drill. Advanced learning contents
especially for the nurses of emergency and critical care medicine wasdeveloped. It consists of ﬁve parts
explaining procedures such as how
to prepare for accommodating injured people, how to do the ﬁrst andsecond triage for injured people.
Our joint WG is working according
to the three years’ research plan from2007 to 2009. In 2009, WG aims todevelop a new disaster manual for
hospitals based on the lessons learnt
from the drill.
(By M. Ohara)

RC58 Activities
The Research Committee 58(RC58),”Business Continuity Management (BCM) System Suitable forJapanese Society”, held its third andfourth regular meetings on September 29 and November 10, 2008.
This year, RC-58 were divided into
three working groups (WGs) in or-

der to discuss the following topics:
1) WG-1a researched the ideal way
of BCP (Business Continuity Plan)
and BCM for the private sector companies in Japan, 2) WG-1b did thesame but the target was for public
sectors. 3) WG-2 researched on theideal evaluation methodology for

RC58 regular meeting snapshot

ICUS Newsletter Vol.8, No.3

448

BCP and BCM.
At the third regular meeting, eachworking group gave a presentationof the interim report. At the fourth
meeting, they reported their research
progresses.
Besides these activities, invited
speakers delivered some lectures.
So far, municipality, bank, local
companies and individual disasterprevention organizations have given
lectures.
Based upon these activities, RC-58
members will publish a report of thecurrent year 2008.
(By Y.Hiruma, Meguro lab.)

Page 7

USMCA 2008 was held in Beijing, China

Experts from 13 countries delivered 77 presentations at the USMCA 2008, Beijing
Center for Public Safety Research(CPSR), Tsinghua University, Beijing, China and ICUS organized theSeventh International Symposium on
New Technologies for Urban Safetyof Mega Cities in Asia, USMCA
2008, in Beijing on 21-22 October,2008. The symposium aimed to provide a forum for decision makers,
practitioners and researchers toshare their expertise in diverse areas
for better urban safety management.

Prof. Weicheng Fan
inaugurated the symposium
The two-day symposium program
was arranged in four keynote sessions and ten technical sessions. Ten
keynote speeches and seven plenary
lectures were delivered by invited
distinguished academicians andresearchers from premier academic
and public institutions in Asia andaround the world. The symposium
was inaugurated by Prof. Weicheng
Fan, Director of CPSR, Tsinghua
University and chairman of USMCA
2008 organizing committee. Prof.
Hu Dongcheng (Vice President,
Tsinghua University, China), Prof
Jaehne Richard (University of Illinois, USA) and Prof. Kimiro Meguro(Director of ICUS) gave the opening

speeches.
In the keynote speeches, Prof. Fan
introduced the frontier researchon public safety in China. Studies
on Myanmar Cyclone and Sichuan
Earthquake were presented by Prof.
Shibayama (Yokohama National
University, Japan) and Prof. M. Ishikawa (The University of Tokyo, Japan) respectively. Prof. M. Tamura(Yokohama National University, Japan) gave a speech on the industrial
safety engineering. Prof. Y. Yasuoka(National Institute of Environmental
Studies, Japan) presented the newtechnology of remote sensing application. Researches on disaster management and maintenance of structures were reported by Prof. Jaehne(University of Illinois, USA), Prof.
T. Sakata (Tokai University, Japan)
and Prof. T. Uomoto (Shibaura Institute of Technology, Japan). Strategy
for efﬁcient use of earthquake early
warning system was introduced by
Prof. Meguro.
Sixty papers were presented intechnical sessions covering a wide
range of issues in the areas of urban safety including: Emergency
Management for Urban Disasters,
Advanced Technologies for Monitoring, Assessment & Management of
Urban Safety, Risk Assessment, Prediction and Early-warning of Urban
Disasters, Safety Assessment of Existing Infrastructure, Environmental
Impact Assessment due to Rapid Urbanization, Evacuation Managementfor Urban Safety, and Rehabilitation

and Retroﬁtting of Urban Structures
against Disasters.
Excellent Young ResearcherAward was prepared to encourage
activities of young researchers inthe ﬁeld of urban safety engineering.
The winners of this award were: Mr.
Navaratnarajah Sathiparan (The
University of Tokyo, Japan), Ms.
Gai Chengcheng (Tsinghua University, China), Ms. Xue Wen (Zhejiang
University, China), Dr. Akiyuki Kawasaki (The University of Tokyo,
Japan), Ms. Kawagoe Yuko (Waseda
University, Japan).

Young researcher awardees with
Prof. Meguro and Prof. Zhang
The Asia-Paciﬁc Association for
Public Safety Science and Technology was launched in this symposium
to promote the interchange of thesafety science and technology in theregion. The chairman of the ﬁrst session is Prof. Fan, the vice-chairman
is Prof. Meguro.
The next symposium will be heldat National Institute for Disaster
Prevention in Seoul, Korea. Further
information will be posted in ICUS
web site soon.
(By H. Huang)

ICUS Newsletter Vol.8, No.3

449

Page 8Field visit to the Haneda Airport Extension construction site
On October 28, a ﬁeld visit to
the construction site of D-Runway,
Haneda Airport (Tokyo International
Airport), was organized by Prof.
Yokota and Dr. Kato. This airport,
which currently has three runways,
serves mostly domestic and a few
international ﬂights for the Tokyo
Metropolitan area. As of 2007, theannual number of passengers was
66.8 millions, the 4th busiest in theworld after Atlanta Hartsﬁeld-Jackson, Chicago O’Hare, and London
Heathrow. When the extension iscompleted by the fall 2010, the annual airport trafﬁc capacity willreach 407 thousands, almost 40%
more than the current 296 thousands.
The facility has been designed
for 100 years service life and it isspeciﬁed that no major maintenanceworks are required in the ﬁrst 30
years, although inspection is necessary. The construction, which is currently the largest on-going project inJapan, demanded an investment of
US$6billion and almost 2,000 companies are involved.
The development, which mainly
consists on the construction of a
2,500m-long runway and a taxi way,
has several technical challenges. For
instance, the layout and conﬁguration

Prefabricated 30m high jacket unit
were decided so that ship trafﬁc inTokyo Bay was not obstructed. The
runway is a combination of reclamation works and precast slabs overpile-jacket foundation. Because partof the new runway will be located in
the mouth of the Tama River, special
detailing of the pile foundation wasnecessary to avoid affecting the river
ecosystem.
The construction of the piled portion of the runway consists of threestages. First, preceding piles are
driven in the seabed. Then, jacket
units, as shown in the photos, areinstalled on top of the driven piles
and they are connected with grout.
Each jacket unit covers an area of
45 m x 63 m and has six piles. Finally, precast slabs are put on top of
the jacket units and connected with
cast-in place concrete. In the end, theslab will be one of the widest slabs
in the world constructed without
joints. Almost 1,200 preceding piles,
198 jacket units, 10,700 pre-stressed
precast concrete slabs, and 7,000
UFC (ultra high strength ﬁber reinforced concrete) slabs will cover the
520,000 m2 of the pier. To meet thedesign condition of no major maintenance in the ﬁrst 30 years of service,a cover of titan plates for slabs and acover of stainless steel for the splash
and tidal zones of the piles and cathodic protection were speciﬁed.
The Haneda Airport extension
project is one of the latest examples
of how engineering overcomes thechallenges of creating sustainableinfrastructure for improving humanlife with limited impact on the environment.
(By P. Mayorca)

Installed jacket units

ICUS joined the 14th World Conferenceon Earthquake Engineering

Exhibition at the conference
The 14th World Conference on
Earthquake Engineering was heldat the Beijing Jiuhua International
Conference and Exhibition Center in
China from October 12 to 17.
This conference is held every
four years and many researchers inthe ﬁeld of Earthquake Engineer-

ICUS Newsletter Vol.8, No.3

450

ing gather from all over the world.
More than 2,000 researchers andengineers registered and over 3,000
people attended the conference.
ICUS joined the conference as
one of the 71 exhibitors. During ﬁve
days, ICUS introduced its research
activities by panels and monitors
in its booth. Especially, PP-band
retroﬁtting technologies for masonry
structures and its promotion systemwere explained and videos of shaking table experiments were shownat the booth. Visual system for Urban Earthquake Risk Assessment
using 3-D Micro GIS Analysis was
also demonstrated at the booth. The
system can show vulnerability risk

ranks of each district of the Tokyo
Metropolitan area in an interactive
way with the 3-D urban view. Many
participants visited ICUS booth andreceived printed materials introducing the latest research results.
(By M. Ohara)

ICUS booth at exhibition

Page 9RNUS Activities
ICUS Director joined
Expert Group Meetingat UN-ESCAP, Thailand
On 19 November 2008, Prof.
Meguro, Director of ICUS, gave
the presentation on “Advanced
technologies for total disaster management” during the Expert Group
Meeting (EGM) on WSIS+5 andEmerging Issues in Asia and Paciﬁcorganized by the Information andCommunications Technology andDisaster Risk Reduction Division of
the United Nations Economic andSocial Comission for Asia and thePacific (UNESCAP) at the United
Nations Conference Center, Bangkok, Thailand. The presentation
given by Prof. Meguro was a partof the EGM to exchange knowledge
and experiences among the participating experts at technical, institutional and policy level. This EGM
was organized under the theme of
WSIS+5 regional review, key andemerging trends in Asia and thePacific including ICT(Information
and Communication Technology)
capacity building, ICT and disasterrisk management, food security and
ICT.
Workshop on Transportation
Researches for Urban Safety
RNUS organized “Workshop
on Transportation Researches for
Urban Safety” at Rama Garden
Hotel on December 11, 2008 under
the sponsorship of ICUS. It was a

one-day workshop with a total of
11 presentations. The objectivesof this seminar were to share andexchange knowledge, informationand opinions among transportation
researchers and practitioners in orderto understand critical transportation
problems in Asian cities, and to ﬁnd
better solutions for the current problems in transportation engineering.

University), Dr. H. Hamaoka (Akita
University), Dr. R. Horiguchi (i-Transport Lab.), Dr. S. Narupiti (Chulalongkorn University) and Dr. A.
Sumalee (Hong Kong Polytechnic
University). A total of 57 participants in the seminar were fromgovernmental sections, consulting
companies and universities in Thailand.

Participants at IIS Thailand Chapter Alumni party
The seminar started with an
opening speech by Dr. S. Tanaka,
Regional Network Ofﬁce for Urban
Safety (RNUS). It was followedby list of presentations from Prof.
F. Nakamura (Yokohama National
University), Prof. Y. Kumagai (Kochi Tech of University), Dr. T.
Yoshii (Kyoto University), Prof. M.
Kuwahara (University of Tokyo),Dr. P. Raothana-chonkun (Burapha
University), Dr. P. Taneerananon(Prince of Songkla University, Thailand), Prof. T. Nakatsuji (Hokkaido

IIS Thailand Chapter
Alumni Party 2009
IIS (Institute of Industrial Science)
Thailand chapter alumni party 2009
was held at RAMA garden hotel on
12 December 2008. Ten participantsjoined the party including Prof. M.
Kuwahara and Dr. S. Tanaka who
were rep-resentatives from IIS. During the party, there was discussion
on the future of alumni activities.
(By K. Worakanchana, RNUS)

More than 50 participants joined the RNUS Workshop on December 11, 2008

ICUS Newsletter Vol.8, No.3

451

Page 10

BNUS Activities
India website) in northern BanBNUS Conducts
gladesh, on 27 July 2008 at 00:51
Earthquake Intensity Surveys
BNUS conducted earthquake in- Bangladesh local time. The epicenter
tensity survey for two earthquakes. was at ENE of Mymen-singh and it
The ﬁrst survey was conducted for a was felt in many parts of Bangladesh
small earthquake along Bangladesh- causing several injuries and considIndia border, on 5 July 2008 at erable panic. Using a pre-formatted
22:55 PM Bangladesh local time. questionnaire, since July 29 to AuThe earthquake had a magnitude of gust 04, 2008, BNUS team surveyed
M4.1(source: ASC-India website) 100 inhabitants of Mymensingh
and was centered at 6.4 kms WNW town and nearby areas, namely, Agof Rajshahi, Bangladesh. At least ricultural University Premises, Halu30 buildings developed cracks and aghat, Jaymangal, Nalitabari, Nakla,
a 6-storey building tilted in the divi- Dhobaura, Sherpur, Durgapur andsion (photo below). BNUS team vis- Netrakona. From the collected data,
ited the areas around the earthquake intensities of different locations were
estimated. The survey results indicate that, the tremor lasting between
5-10 seconds, was strong enoughto awaken the most of the sleeping
people, shake light furniture, gently
oscillate hanging objects and makeshowpieces fall down from shelves.
Some students in Mymensingh
Agricultural University were injured
due to the panic from the earthquakewith cracks due to this earthquake
observed in almost all student residential halls. The intensities of thequake estimated from the survey
were VI- VII at Mymensingh, VI+
atHaluaghat and Dhobora , VII- at
Tilting of 6-story buildingatSherpur,
V at Durgapur and IV atin Rajshahi (5-Jul-2008 quake)
Netrakona.
source, Rajshahi City, Chapainawabganj, Godagari, Saroda, BaghOrganizing Training Program
mara, Keshore, Natore and Tanore
for Masons on Constructingfrom July 16 to 19 and 27, 2008
Earthquake Resistant Buildings
and conducted surveys for intensity
Generally in Bangladesh masons
through a pre-formatted question- do not have any knowledge aboutnnaire to a total of 200 inhabitants earthquake resistant buildings. Onof the area. From the collected data, 16th October 2008, BNUS started
intensities of different locations a three-day training program forwere estimated. The survey results masons to provide them with such
indicate that the people living in knowledge by training them about
Rajshahi and adjacent areas could arrangement and formation offeel the shaking, with shaking oflight furniture, doors and windows,
gentle oscillation of hanging objects
were also noticed in some cases.
The intensity of the quake estimatedfrom the survey was MMI scale V at
Rajshahi, Chapainawabgonj, Baghmara, Keshore and Tanore, IV at
Godagari, Saroda and III at Natore.
The second survey was conducted
Practical training to masonsfor a light earthquake (Mb4.9, ASCparticipants

ICUS Newsletter Vol.8, No.3

452

various necessary structural requirements for construction of earthquake
resistant buildings along with quality
control and maintenance. For example, they were given knowledge
about forming collar in partition
walls to give it stiffness and integrate it with the beam column to resist lateral force during earth-quake,and about placing vertical rods inthe partition walls. An introduction
to earthquake defi-nition, how it
occurs, and earthquake history of
Bangladesh were also given. The
theoretical training course concluded
with a written examination. Afterthe training the masons also built asmall structure consisting of 10 feetx 10 feet small rooms providing
earthquake resistant reinforcementwith base footing. To strengthen aexisting weak building to be earthquake resistant, the training also
provided ideas about retrofitting,such as, method of bolting, jacketing, beam column casing, split andbandage.
BNUS Participatedin the National Workshop
on Hospitals Safe from Disasters
A National Workshop on Hospitals
Safe from Disasters was organizedon 29th October 2008, the International Day for Disaster Reduction-2008, by Disaster Management
Bureau of Bangladesh. Mr. A. K. M.
Abdul Awal Majumdar, Additional
Secretary, Ministry of Food andDisaster Management was the Chief
Guest of the program. The workshop
was chaired by Mr. K. R. Siddiqui,
Director General, Department ofRelief and Rehabilitation. Lectures
were presented by experts in thetechnical session on the issues regarding the safety of hospitals fromdisasters. Dr. M. A. Ansary, Professor, Dept. of Civil Engineering,
BUET and Director, BNUS moderated the technical session as the session chair. BNUS displayed panelson the earthquake safety issues, nondestructive testing of buildings etc.
and distributed awareness posters
and booklets in the program.
(By M.A. Ansary, BNUS)

Page 11

A New Building Constructed Using Wood-blocks
A new wooden small building wasbuilt in front of the Institute of Industrial Science (IIS) building in Komaba Research Campus of the University of Tokyo. The building has been
built with Japanese Cedar grown in
Kishu, Wakayama Prefecture. Thisnew building construction system ismasonry with wooden blocks. With
this construction system, a house ina small site can be built using small
and light wooden blocks which canbe conveniently carried by a single
person. Small wooden blocks canbe made from resulting timber afterthinning out a forest. As the timbers
thinned out are thin or curved, it has
been thought that they are not usefulfor timber buildings. But with thisconstruction system these thinned
timber can be innovatively used toconstruct new wooden buildings andhouses.

Inside the wooden building

Left: Laying out the wooden-blocks
Right: The wooden building with
IIS building in the backdrop
For this construction system, Mr.
Kohki Hiranuma, an architect leading the ﬁrm Hs WorkShop-ASIA,
was awarded the ‘Ministry of Land,

Infrastructure, Transport and Tourism, Chief of Housing Bureau Prize’in year 2005 competition of “New
Building Construction System forhousing using thinned out Timber”.
The wooden building in Komaba
Research Campus was built after
veriﬁcation of structural safety by
the static loading test conducted by
Dr. M. Koshihara, ICUS Associate
Professor and technical support teamfrom Housing and Wood Technology Center (HOWTEC), Japan. All
wooden blocks used in the woodenbuilding were generously sponsoredby Wakayama Prefecture. The building is open to general public from
8:00am to 8:00pm through Monday
to Saturday. Everyone is welcome toexperience this unique wooden spaceby using it for taking a rest, relaxing,
holding a meeting or a party.
(By M. Koshihara)

ICUS Welcomes Dr. Pranab J. Baruah
We would like to warmly welcome Dr. Pranab J. Baruah to ICUS
from November 1, 2008. Since his
joining as a researcher at the University of Tokyo in April 2002,
he has been working in various
research projects related to global
ecosystem (carbon budget) modeling and satellite remote sensing applications.
Prior to joining ICUS, he was a
researcher at Integrated Research
System for Sustainability Science(IR3S) where he contributed to various international collaboration programs, and studied on food safety& security as well as business caseperspective of climate change mitigation measures.
Dr. Baruah received his PhD degree from Tsukuba University, Japanfor his research on aquatic remotesensing at the National Institute ofEnvironmental Studies (NIES), Japan. He holds a M.Engg. from Asian
Institute of Technology, Thailand
and B.Engg. (Civil) from Assam Engineering College, India.
(By K. Meguro)

ICUS Activities
ICUS members participated andpresented at the USMCA 2008, Oct
21-22, 2008 in Beijing, China.
Prof. K. Meguro, Assoc. Prof. M.
Ohara, Assoc. Prof. H. Huang, Dr.
P. Mayorca, Dr. Worakanchana participated in the 14th World Conferences on Earthquake Enginee-ring,Oct 12-17, 2008, Beijing, China.
From Nov 18-22, 2008, Prof. K.
Meguro attended UN-ESCAP program in Thailand to give special andkeynote lectures.
Dr. S. Tanaka participated in the
ITS World Congress, Nov 16-24,
New York, USA. During Oct 14-19,

Oct 24-29 and Dec 8-19 , 2008, he
carried out his research and teaching duties at RNUS, Thailand.
Dr. K. Worakanchana stayed in
AIT for his research work and teaching duties between Oct-24 to Dec-14
and Dec-26 onward.

AwardsDr. Paola Mayorca was awarded“Outstanding Paper Award” at the

14th World Conference on Earthquake
Engineering, Beijing, 2008, for her

design of PP-band retroﬁtted adobe/
masonary structures.

ICUS Newsletter Vol.8, No.3

453

Page 12
Editor’s Note
A once in a 100 years economic
depression has come to haunt almost
the entire world starting with thebankruptcy of Lehman Brothers in
September, 2008. Even giants like
Toyota and Sony are feeling the pinchwith losses, and large-scale restructuring is being executed. The very
fact that the ﬁnancial infrastructure
has a big inﬂuence on the world isrecognized again. However, the current unprecedented events in world
economy shows us some important
facts and teaches us an importantlesson: that a system is generally
not so criticized while it is effectively
operated. It is also true that, criticalopinions about its operation always
exist though these opinions are often small in number. An important
thing therefore is to always listen tovarious opinions because we cannot
forecast the future with absolute certainty. Now, there is a grave concernthat due and urgent attention to environ-mental problems is decreasing
with this economic downturn. If we
let this fear become real, we will
fail again, this time in our environmental front and in an irreversible
all-out way.
We in ICUS are continuously concerned with the problems in urban
environment that will support morethan half of humanity in coming
decades. Focusing on Urban Safety,

all subjects relevant to it constitutes
ICUS activity. Here, we always try
to offer the best or better solution
to the society based on recognitionof the current problems and forecastof future problems through scientiﬁcmeans. As it is possible that our forecast result may have an unexpected
outcome similar to the present devastating happenings in the ﬁnancial
world, it is extremely important for
us to always review the result of an
examination. We believe that, modesty, recognition of such limitations
and a listening ear to criticisms are
key to inﬂuential, effective and sustainable solutions to the ills of thesociety.
(By Y. Kato)

If you would like to contribute an article to ICUS newsletter or have any comments or suggestions, please contact the editorial committee at icus@iis.u-tokyo.ac.jp. Any article within the scopeof urban safety engineering and management will be considered for publication after internal peer
review by the editorial committee. To know the scope of ICUS activities, please visit ICUS homepage
at http://icus.iis.u-tokyo.ac.jp/

International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
http://icus.iis.u-tokyo.ac.jp/454

PRINTED MATTERICUS NEWSLETTER

International Center for Urban Safety Engineering
Institute of Industrial Science
The University of Tokyo

VOLUME 8 NUMBER 4
JANUARY – MARCH 2009

FRAMEWORK AND METHODOLOGY
OF PUBLIC SAFETY
By
Weicheng Fan , Yi Liu1 & Wenguo Weng1
1, 2

Governments all over the world
are attaching increased importanceto emergency management due torecent public emergency incidents,
such as, the Indian Ocean Tsunami,
double benzene plant explosion at
Jilin Petrochemical Company inChina, SARS outbreak in China,
Hurricane Katrina in USA, 911
terrorist attack in USA, and the recent
Wenchuan Earthquake in China. Ourcurrent society is probably becoming
weaker to safeguard itself fromthese incidences. Highly developed
technology is giving human society
more convenience while bringing
about more of these public emergency
incidents. The assurance of public
safety needs the supports of scienceand technology and public safetyissues are posing challenges toscientiﬁc researchers. At present, it
is still somehow difﬁcult to provide
a general view of public safety
research due to its complexity. It is amulti-subsystem, multi-level, multifunction system, and the systems andfactors involved are often non-linear,
dynamic and uncertain. One existingquestion has been that, what is theconnotation and extension for public
safety research?
Looking into the whole process“hazard elements”. Based on suchideas, the framework of public safety
research is symbolized as a triangle
shown in the left ﬁgure. Figure below
shows an example of a public safety
response platform with simulation ofa chlorine leakage accident.

Public safety research triangle

FRAMEWORK OF PUBLIC
SAFETY RESEARCHof the emergency and its response,
one can identify three key topics:
the emergencies, the acceptors, andthe response and its management.
What links the topics is the so-called

The hazard elements have formsof matter, energy and information.
The way hazard elements induce
emergency is to reach or exceed
the critical value or meet with someA public safety response platformshowing simulation of a chlorine leakage accident

ICUS Newsletter Vol.8, No.4

455

Page 2
activators. For example, the earthquake’s hazard element is crustal
motion with the form of energy.
Earthquake occurs when the crustal
motion reaches a certain intensity,i.e. energy reaches a critical value.
The hazard element of a hazard
material leakage accident is thehazardous materials with the formof matter. When the hazardous
material mass exceeds the capacityof tank (critical value), or there
are some cracks causing explosion(activator), the hazardous materials
leakage accident would take place.
One of the factors for society’s panic
about hazard elements is the rumors
in various information forms. If theinformation mass reaches a criticalvalue, or some inducing factors
happen, the society’s panic may
occur.
The emergency refers to thosedisasters or events that will bringdamages to human beings, physical objects, the social system andthe natural environment. The emergencies behave as extremely hugeor destructive actions of “hazard
elements”. The evolution of emergency obeys some certain laws, andstudy of emergency is normally to
ﬁnd the type, the intensity, and thetemporal and spatial variation of
the emergency’s actions on the acceptors. The acceptor means theobjects which receive the actions
produced or released or carried by
the emergencies. The acceptors arenormally represented as humanbeings, substances (such as buildings, facilities, life-lines, etc.), andoperational, social and economicalsystems. Acceptors’ failure has two
forms: body destruction or function
failure. Failures of acceptors may
cause unexpected release or activation of “hazard elements”, which
may induce secondary disasters
forming the incident-chain-effects.
We can think about the acceptorsof earthquake as an example. The
acceptors of earthquake include
human beings, substance of buildings
and lifeline system, and system ofenvironment and society, etc. Body
destruction and function failure of the

ICUS Newsletter Vol.8, No.4456

human beings are death and injured,and behavioral ability decreases,
respectively. For substance, the bodydestruction is building collapse andtube crack, and the function failure
is no residency and no water, etc.
The function failure of systems takes
the form of ecosystem destruction
and society function loss, etc. Fireis the often-occurred secondary
incidents due to gas tube cracks fromearthquake. It is evidenced that gas
tube is the acceptor of earthquake
and the gas inside behaves as thehazard element of ﬁre. Unexpected
delivery of “hazard elements” dueto acceptor’s destruction is the
direct reason of secondary incidents.
Studies of acceptor focus on thestates variation, the failure criterion,
the vulnerability and reliability, andstrengthen method for acceptors.
The response and management refers
to all of mankind’s interventions
aiming to disaster prevention andmitigation. It includes evaluation,
preparedness, response and recovery,
etc. It could be performed on theemergencies or on the acceptors, so
as to reduce emergencies’ actions orstrengthen acceptors or break down
the incident chain effect. The wayof response and management for theoriginal catastrophes are obviously
different from that for the secondary
hazards due to the different initialand boundary conditions. Studies
of response and management are toﬁnd suitable manner, strength, timeand scale to perform mankind’s
interventions for both emergencies
and acceptors.
In summary, the core of theresearches is to study the behaviorsof hazard elements. That is, how
the hazard elements convert toemergencies, how the hazard elements
act on acceptors by emergencies,
and how the failed acceptors cause
incident-chain-effect via the hazard
elements. Thereby one knows how
to perform well-timed emergency
management appropriately.

Sulfureted hydrogen gas blowout
simulation result

Property crime andits forecasting trend (by week)

METHODOLOGY OF PUBLIC
SAFETY RESEARCH
The methodologies of the above
studies include ﬁve aspects ofdeterministic, stochastic, sensor-based
methods, complex system approach,and combined methods.
The usual deterministic methods
include experiments and simulations. Laboratory gravity currents
are frequently used to model the
dynamics of avalanches, accidental
dense gas releases, and ﬁre propagation. 3-D ﬂuid dynamical models
are used to simulate hazardous gas
leakage. First, grids of landform
and city zone are built. Second,
number computation is carried out
to get the hazardous gas distribution,and then the results are embedded
into GIS. Bottom left ﬁgure shows
results of sulfureted hydrogen gas
blowout simulation. The ﬂow rate is
200,000m3/h, and the concentration
at mouth of well: 0.12 kg/m3.
Unfortunately, the deterministic
method is not practicable for all
kinds of emergencies, and some haveto recur to stochastic models. Crime
forecasting is a new research ﬁeld of
public safety. It is difﬁcult to forecast
crime with deterministic method due
to its complexity. With 110 CAD

Page 3

Joint distribution of the source locationon the plane
crime data, time series model can be
designed and short-term forecastingof property crime can be made. Two
steps are designed to build the models.
The ﬁrst step is model recognition,and the next is to determine themodel order and parameters. Basedon the actual crime data, we can use
moving average with the order of 1.
The right ﬁgure on page 2 gives theforecasting trend and is consistent
with the actual ones by week.
Sensor-based methods are also
important tools for public safety
research. Information captured bydetection apparatuses and analyzed
is used to understand the temporaland spatial variation of disaster.
The relationship between logged
forest ﬁre and droughts caused by
El Niño are studied using coarseand high-resolution optical andradar satellite imagery. When thematerials accidentally release in adensely populated urban center, it
is important to predict the transportcharacteristics of the consequences.
So it is necessary to develop an
approach to determine the source
location and its strength by an arrayof independent sensors distributedin the urban areas, combined withenvironment conditions, e.g. winddirection, wind velocity. A method ofMarkov Chain Monte Carlo samplingbased on Bayesian inference isdeveloped to determine the hazardous
materials source using sensor data.
Top left ﬁgure shows the joint
distributions of the source location on
the plane with this method.
Complexity in public safety resultsin more applications of complex
system approach. Complex network

Example time series of newly infected cases

theory is one of the most useful
methods to study disease outbreak
and rumor spread in groups. It isalso frequently used to study therobustness and resilience of lifeline
systems with the existing form of
network. The human travel has
scaling law and the social grouphas evolution self-optimization
characteristics. Forest ﬁre is an
example of self-organized criticalbehavior. Decision-making is the
key problem of emergency response
and management, and the complex
system approach (game theory,neural network, etc.) is usuallyused to understand the decisionmaking task. To explore the effectsof human travel patterns on thespatio-temporal dynamics of large
scale epidemics, heterogeneous
spatial metapopulation networks isconstructed with the scaling lawsof human travel, i.e. p(r)~r -(1+b) andp(tw)~tw -(1+a). Top right ﬁgure gives
the example time series of newly
infected cases. The simulation results
show that the occurrence probabilityof global outbreaks or the survival
probability is signiﬁcantly dependent
on the characteristic travel distance,
the characteristic waiting time andthe memory effects of human travel.
It is not easy to solve a public
safety problem using only one of
the above four methods due to its
complexity. It has frequently a casethat a main method performs withsome other methods as supplements,
i.e. combined methods. Informationfrom sensor-based method isusually used for determination ofsome parameters for deterministic
method, and modiﬁcation of the data

for stochastic method. Node or link
dynamics using the deterministic
model is useful to understand thewhole network mechanism withthe complex system approach.
Some models in the complex
system approach are usually built
by embedding the deterministic,
stochastic and sensor-based methods.
Integrated risk analysis is a typicalcase with the combined method. The
occurrence probability of emergency
is based on stochastic methods, andthe evolution sequel of emergency isfrom deterministic methods. Failure
effects of acceptor are frequently
based on deterministic methods.
Consideration of response andmanagement are possibly based on
sensor-based methods and complex
system approach, etc.
CONCLUDING REMARKS
It should be noted that natural
disasters and human-activity induced
incidents are common enemy ofhumans, and public safety is a
general problem all over the world.
Public safety research is complex in
the framework, and has extensive
problems to be solved. International
cooperation and exchange among
the countries should be enhanced, so
as to perform efﬁcient cooperation
when facing catastrophes.
Center for Public Safety
Research, Tsinghua University,
Beijing, PR China
2State Key Laboratory of Fire
Science, University of Science andTechnology of China, Hefei,
PR China
1

ICUS Newsletter Vol.8, No.4

457

Page 4

Relationship between Surface O3 andUrban Heat Island Effect in Tokyo

Change of averaged lowest temperature in some cities of Japan (left) and relationship between surface ozone andtemperature at every hour from 8:00 to 14:00 JST in August 2005 based on MM5/CMAQ simulation (right)
Urban air pollution has been the surface ozone simulated by O3 concentration over city area.
increasing due to climate change and mesoscale model at Nerima ward of
The effect of climate conditions on
urban heat island. Ozone (O3) is one Tokyo in August versus air temper- air pollutions in general and ozoneof the pollutants currently drawing ature shows lower O3 concentration concentration in particular is very
the most attention. It is a secondary at low temperature (less than 27˚C), complex involving macroscale topollutant produced as result of com- but increasing signiﬁcantly with mesoscale factors. It is also affected
plex non-linear interaction between increasing temperature, exceeding by many climatic factors andchemistry reactions and dominant standards (>60ppb) above 28˚C. phenomena as well as its interaction.
climatic processes. Although only The ﬁgures below illustrate impact Therefore, to assess urban atmoabout 10% of earth’s ozone are found mechanism of UHI on ozone con- spheric environment, it is importantin the troposphere, which is often centration in Tokyo Metropolitan to develop a comprehensive climate
referred to as surface ozone, it is area. High temperature associated model in which the complex
recognized as one of the most serious with UHI causes pressure deﬁ- interaction among topography, citypollutants detrimental to both human ciency over the city. Air ﬂow from building environment, land use,
health and the environment.
suburban area meets sea breeze at anthropogenic emissions, etc. must
According to measured data from city and goes up. This updraft of be considered. This is our primary
National Institute for Environmental heat island circulation acts like a research interest in near future.
Studies, Japan, the concentration of wall preventing the penetration of(By R. Ooka)
most of air pollutants is decreasing sea breeze inland, resulting in highin Tokyo Metropolitan area. However, the concentration of photochemical oxidant has not achieved
the environmental quality standards(one-hour value of 0.06 ppm or less).
This phenomenon is a very importantresearch topic. Some factors for thisincrease of stratospheric ozone haveempirical proof, e.g. the relationshipbetween increase of air temperature
due to global warming and Urban
Simulation result from MM5 model at 12 JST August 4;
Heat Island (UHI) with increase in Left: 10m-temperature (˚C) and 10m-wind; Right: surface pressure (mb)ozone concentration as shown in theﬁgure above.
High temperature on UHI days is
one of the climatic factors that has
strong effect on stratospheric O3
formation during summertime byincreasing photolysis rates of ozone
production and the production ofozone precursors, such as NOx and
VOC. Indirectly, meteorologicallystagnant conditions that accompany
high daytime temperature also affectSimulation result from MM5 /CMAQ model at 14 JST August 4;
O3 formation. In top right ﬁgure, Left: circulation vector in the plain of A’-A; Right: O3 concentration (ppbV)

ICUS Newsletter Vol.8, No.4

458

Page 5At the USMCA2008, Beijing, PR China, ﬁve researchers were selected as winners of Young Researcher Award.
In this volume of ICUS Newsletter, two among them introduce their award-winning research brieﬂy below.

Co-effect of Initial Curing Conditions andExposure Environments on Coastal Concrete Durability
For the concrete infrastructure
along coastline, the chain reactionof corrosion of the reinforcement,
cracking of concrete, spalling-off ofcover concrete and the deteriorationof structure performance are due toReinforcement corrosion and concrete
the chloride attack. Moreover, inspalling-off from chloride attack
some warm areas like Tokyo Bay,
Japan or Hangzhou Bay, China, to form a dense concrete microconcrete structures are subjected structure. Besides the effect fromto chloride ingression rather than initial curing condition, following
freezing-thawing cycle or carbon- exposure environment needs to be
ization. In these situations, the considered in the study of concrete
apparent diffusion coefﬁcient and durability, since all the concrete
chloride accumulation in the cover infrastructure are exposed into realconcrete are often used to estimate service environment after curing.
the durability state and predict the
To discuss the combined effects
life span of the structures.
from initial curing conditions andInitial curing is a beginning pro- the following exposure environcess in the service life of concrete ments on chloride moving properstructures and is a critical process ties in concrete, a six-month onsite

exposing test that investigatedconcrete cured under different
conditions was carried out. The
testing results show that, (1) initialchloride-suction and the chloride
moving ability in saturated-cured
concrete are obviously weakened,(2) lack of pore water in the coverconcrete, which is caused by wetdry cycle from exposure, would
reduce the chloride moving ability
in concrete.
With this, it is inferred that the
coupling effect of initial curingcondition and following exposure
environment should be taken into
account in the durability designof concrete structures located inmarine environment.
(By X. Wen,
Zhejiang University, PR China)

Shaking Table Test of Timber Roof Masonry House Models
Retroﬁtted by PP-Band Meshes
To investigate the seismic performance of masonry houses andeffectiveness of PP-band retroﬁtting
technique, two models were built
in the reduced scale of 1:4 using
unburnt bricks as masonry units witha cement/water ratio of 33%. Modeldimensions were 933mm x 933mm
x 720mm with 50mm thick walls
in all models. One of the buildings
was retroﬁtted with PP-band mesh.
Simple sinusoidal motions offrequencies ranging from 2Hz to
35Hz and amplitudes ranging from
0.05g to 1.4g (as shown in the table)
were applied to obtain the dynamic
response of the models.
For non-retroﬁtted specimen, no
major cracks were observed upto run
21. At run 28, crack was observed
at one of the top corner of the door
opening and it propagated up to top
layer of the wall, upon which cracks
widened with each successive run.
At run 44, large amount of cracks

were observed, exciting cracks
widened and connection between
adjacent walls became weak. In
case of walls perpendicular toshaking direction, part above thedoor opening was totally separated
from the specimen. At that point,
the roof was only supported by twowalls, which were in the directionof shaking. Therefore, due to walls
subjected to out-of-plane load; there
were bursts outwards in shaking
direction. This ﬁnally led to thestructure collapse.
For retroﬁtted specimen, from run
25, new cracks appeared and cracks
widened with each successive run.
Although the PP-band mesh kept
the structure integrated during theshaking, it allowed the sliding of thebricks along these cracks to someextent. At the ﬁnal stage of the test,
at run 52, virtually all the brick joints
were cracked and the building had
substantial permanent deformations.

However, building did not loose theoverall integrity and stability, andcollapse was prevented even in suchhigh intensity shaking.
(By N. Sathiparan,
The University of Tokyo)

Non retroﬁtted & retroﬁtted model
after run 45(right) and run 52(left)

ICUS Newsletter Vol.8, No.4

459

Page 6Making Adobe and Brick Houses Stronger
to Withstand Earthquakes
Adobe, or sundried mud blocks,
and bricks, oven burnt clay blocks,
have been used for many centuries toconstruct houses all over the world.
In developing countries, whereconstruction materials are costly
and labor is relatively inexpensive,
they are preferred over reinforced
concrete or steel. Many of thesehouses are constructed by the houseowners themselves or unskilled
masons, mainly because of resource
constraints.
During the last century many lives
have been lost due to earthquakes.
Collapse of adobe/brick houses, also
called masonry houses, caused morethan 60% of these deaths, mostly
in developing countries. In theearthquake damage surveys that I had
the opportunity to join, the situation
I could observe was very similar
regardless of the country. While
poorly constructed masonry houses
collapse killing their inhabitants,
well constructed ones protect theiroccupants. Lack of know-how on“good construction” practices, risk
unawareness, and limited resources,
have resulted in a huge seismic
vulnerable housing stock.
Addressing this situation isessential to reduce casualties infuture earthquakes and to preserve
existing housing stock thus reducing
material losses. However, thisproblem presents a great challenge.
On one hand, a technical solution

PP-band retroﬁtted model house
built in Kashmir region afterdevastating earthquake in 2005
that can be easily implemented andis economically viable is necessary.
On the other, raising awarenessand creating an environment thatencourages people to retroﬁt theirhouses are essential.
During my stay at the Universityof Tokyo, ﬁrst at Meguro Laboratory
and then at ICUS, I was involved indeveloping a solution to this problem
together with a team of researchers
led by Prof. Kimiro Meguro. The
proposal is to use inexpensive andwidely available plastic straps,
known as PP-bands in the industry,
to retroﬁt low earthquake resistantmasonry houses. Walls are wrappedwith meshes, made of these bands,
on both sides. Inner and outer meshes
are attached with wire connectors sothat bricks/adobes are conﬁned insidethem. Finally, they are plastered toprotect the meshes and provide asmooth ﬁnishing to the walls.
Experiments and numerical simulations have shown that PP-band

Methodology RC58
proposed
for PP-bandmesh retroﬁtting design
regularmeeting snapshot

ICUS Newsletter Vol.8, No.4

460

meshes improve the seismic performance of poor earthquake resistantmasonry houses. This is mainly
achieved by increasing the structure
ductility and energy dissipation
capacities. Under moderate groundmotions, PP-band meshes provide
enough seismic resistance toguaranty limited and controlled
cracking of the retroﬁtted structures.
Under extremely strong groundmotions, they are expected to preventor delay the collapse, thus, increasing
the survival ratio.
In order to effectively promote
retroﬁtting with PP-band meshes,
simple recommendations regarding
amount of reinforcement, arrangement, and detailing, are necessary.
Because the people who will actually
install them are either the houseowners or relatively untrained
masons, it is important that theessence of the method is condensed
in a set of few “rules of thumb”.
Behind it, a design procedure, suchas the one outlined in the ﬁgure
below, should be carried out. With it,
it is possible to ﬁnd out the necessary
reinforcement for a particular seismic
demand, considering the structure
original capacity and acceptabledisplacements, i.e. ductility demand.
Experimental observations andnumerical simulation results should
also be incorporated when preparing
the “rules of thumb” mentioned
before.
Although increasing the seismic
strength of the many existing
vulnerable masonry houses is noteasy or achievable in a short timespan, it is the only way to guaranty
the sustainable development of theregions where these are widelyused and where earthquakes arecommon. I am very grateful for thegreat opportunity that I had to makea small contribution to addressing
the problem of low earthquake
resistance masonry houses, at the
University of Tokyo and ICUS.
(By P. Mayorca, DNV Norway)

Page 718th Seiken Forum Was Held at IIS

Left: A forum snapshot
Right: Professor H. Sawada in his closing speech
The 18th Seiken Forum was
successfully held on March 9-10,
2009 at the Institute of Industrial
Science (IIS), The University ofTokyo. This year the forum focusedon “Collection and Usage of Mesoscale Information of Environmentand Disaster Risk using Remote
Sensing Technology”.
There is a persistent lack of
information exchange among various
research ﬁelds, such as, hydrology,
crop yield prediction, forest
management, disaster mitigationin spite of using similar remotesensing technology. A total of six
sessions on microwave remotesensing, evaluation of disaster risk,
environmental monitoring, land use,ecological monitoring and thermal
environment were organized in theforum. There were approximately
100 participants in the forum and
31 presentations were delivered in
2 days. In the disaster risk session,
researches on development of UAV(unmanned airborne vehicle) based
disaster monitoring system, ASTER

image database for volcanoes,
estimation of agricultural damage
by natural disaster using satellite
data (2008 cyclone damage in
Myanmar), estimation of forest andland ﬁre risk using multi-criteria
decision analysis and GIS in west
Kutai district of East Kalimantan,
estimation of reduction in tsunami
inundation ﬂux by costal forest in
Hambantota district of Sri Lanka
and production and veriﬁcation ofland surface water coverage map byusing AMSR-E, etc. were presented.
During the forum, informationexchange was actively done. All
participants recognized that an
approach from different perspectives
such as advanced technology anddisaster issues is most important forsolving various problems. Several
participant expressed their interest
to join the Seiken forum next year.
The closing remarks were deliveredby Prof. Haruo Sawada.
(By T. Endo)

Visit to Flood Control Reservoir in Tokyo
The Ministry of Education, Culture,
Sports, Science and Technology(MEXT) has been leading a
special project for mitigation of
metropolitan earthquake disastersince 2007. Prof. K. Meguro and
Dr. M. Ohara are involved in the
study group for “Establishmentof widespread crisis management
and mitigation system” and“Developing efﬁcient information
sharing system for disaster-relatedorganizations”. The study group has
general meetings every three months
for sharing disaster informationin Tokyo metropolitan area among
over 100 researchers involved inthis project. The general meeting
was held on January 6-7, 2009. On
the ﬁrst day, we visited one of thedensely built-up residential areasfor understanding its earthquake
disaster risk. After that, we visited
a ﬂood control reservoir at theInside the ﬂood control reservoir

Flow of water to the reservoir

Zenpukuji-kawa river which is oneof the ﬂood disaster mitigation
facilities in Tokyo. This is a tunnel
over 50 m beneath the National
Ring Road 7 in Tokyo and it canstore 540,000 m3 of ﬂood waterfrom Zenpukuji-kawa river. The
length of the tunnel is 4.5 km and its
inside diameter is 12.5 m. When thetyphoon No. 22 attacked Tokyo areain October, 2004, this ﬂood control
reservoir took in ﬂood water andthe number of damaged houses dueto the typhoon was limited only to
46. One can realize the mitigation
effect of the ﬂood control reservoir
by considering that the number ofdamaged houses was 3,117 in caseof Typhoon No.11 in 1993 with thesame manitude. On the second day,
we had a workshop on multiplied
effects from disasters on society.
(By M. Ohara)

ICUS Newsletter Vol.8, No.4

461

Page 8

Visiting Chengdu: An earthquake effected areain Sichuan Province of China
From January 2nd to 5th,
2009, Prof. Kimiro Meguro,
Director of ICUS and Dr.
N. Sathiparan, the Universityof Tokyo, visited Chengdu
in respond to invitation by
China Development Research
Foundation (CDRF). Thisvisit began at the city ofChengdu,which
wasaccessible by air from BeijingInternational Airport. The
Shuangliu Airport is about
12km from the Chengdu city
center. Chengdu is locatedin the Sichuan Province and is thecenter of China’s Southwest culture,
government and economy.
Same day a meeting was convened
to discuss and coordinate trip activities. The participants to the meeting were Prof. K. Meguro, Dr. N.
Sathiparan, Mr. Lu Mai, Secretary
General, CRDF, and several members of CDRF. The objectives of thetrip and the roles of both organizations were discussed at length.
Day 2 started with travel fromChengdu to Sichuan earthquake
affected area along the road. Mostof the people were still living in
temporary accommodations at thetime of visit.
Around noon, a meeting wasconvened with Mr. Zhang Tongrong,
Governor of Wenchuan County. He
explained about the government of
Wenchuan County activities for onsite rehabilitation and reconstruction
in Wenchuan. Also, he requested

Prof Meguro and Mr. Zhang after
long discussion

ICUS Newsletter Vol.8, No.4

462

On-site instruction given by
Prof. Meguro at Luobuzhai Village
Prof. Meguro to provide technicalsupport on this issue.
Afternoon, visit was made to the
Luobuzhai Village and Buwazhai
Village; which are mostly affectedby the earthquake in WenchuanCountry. Prof. Meguro introduced
the PP-band method to local people.
Most of the instructions were giving by the aid of image and video,
and it had a strong impact on local
people.
After the village visits, Prof.
Meguro gave a presentation entitled“Implementation of earthquakes
safer housing through technologicaland social approaches” at WenchuanCounty government ofﬁce. The
meeting was attended by around30 participants; those were mainly
government ofﬁcials and somelocal leaders from Luobuzhai andBuwazhai Village.
Day 3 started with travel from
Sichuan earthquake affected area toChengdu. Along the way earthquake
damage inspections were conducted.
Afternoon, a seminar on “Advanced
Seismic Technology for Scientiﬁc
Post-earthquake Reconstruction” wasorganized by CDRF and Sichuan
Construction Department at Chengdu
XiangYang Hotel conference hall.
The objective of the seminar was
to provide details on advanced

technology for constructionof buildings in earthquake
prone regions. The seminar
was attended by around
400 participants.
Prof. K. Meguro was theSpecial speaker invited by
CDRF. His speech on simple
and economical retroﬁt
method for masonry houses
and its promotion systems
let audience impress. His
talk emphasized the essential
elements for creating houses
that would be less susceptible
to earthquake damage. Employing
images and video based on actual
experiences and introducing datafrom a number of earthquake disasterareas, Prof. Meguro led theaudience through an easy tounderstandpresentation.
He
concluded his presentation byemphasizing the need to focus on
creating safer built environment
which will drastically reduce structural
damage and human casualties fromfuture earthquakes.
The proposal of retroﬁtting
masonry houses by PP-band meshes

Presentation given by Prof. Meguro
was welcome by participants as agood technology to solve the problem
in non-engineered structures inearthquake prone region.
On day 4, the visit ended withbrief meeting with CDRF membersin the morning before leaving from
Shuangliu Airport to Tokyo.
(By N.Sathiparan)

Page 9Student Receives Award for Bachelor Thesis

Prof. Hotate, Dean, School ofEngineering awarded the prize
to Ms. Sato.
Ms. Mari Sato of Kuwano Lab isawarded Dean’s Prize of School ofEngineering.

Ms. Mari Sato, an undergraduate
student of Civil Engineering
Department, the University ofTokyo, received the Dean’s Prize of
School of Engineering for her
outstanding Bachelor thesis. The
prize is awarded to the best student
in all engineering departments. She
is the ﬁrst winner of the prize in the
Civil Engineering Department. In
the graduation ceremony held inMarch 24, 2009, the prize wasawarded by Prof. Hotate, Dean of
School of Engineering.
She conducted her undergraduate

project research under the supervision of Dr. R. Kuwano. She
performed a series of experiments
to explain how the undergroundcavity forms, expands and eventuallycauses cave-in. Field investigations
were also carried out to explore
ground loosening formed aroundthe cavity. Outcomes of the study
can be an important clue to develop
a novel technique to detect a hidden
ground cavity which can be a sourceof large scale ground cave in.
(By R. Kuwano)

RNUS Activities
Promotion of PP-band technology in Yogyakarta, Indonesia
During 7-15 February 2008, Dr.
Kawin Worakanchana joined the
JICA expert team consisting of Mr.
Masayuki Watanabe and Mr. Masato
Kuroda to promote the poly
propylene (PP) band retroﬁtting
technique in Yogyarkata, Indonesia.
The team started the trip byvisiting Klaten and Kotagede
districts to investigate what thecondition of the damaged buildings
and their reconstruction was after
the 2006 Java Earthquake. In both
districts, some damaged buildings
were still left unrepaired. In Klaten,
the team observed that most of thedamaged structures have been
replaced with lightly reinforced
concrete structures. The local
government of Yogyakarta has
provided 15 milllion Rupiah(approximate 1425 US$) to eachfamily whose house was destroyed
during the earthquake. We foundby interviewing local people that
this fund could only contribute to
re-build some parts of a damaged
house. In Kotagede, which is theold city located in Yogyarkata, mostof the structures which collapsed
have been reconstructed andretroﬁtted. During the trip, we visited
Omah UGM wall, which is anancient structure. It was heavily
damaged during the 2006 earthquake.

agreement with Dr. Ir. Soeleman
Saragih to retroﬁt the Omah UGM
wall with the PP-band retroﬁtting
technique. This place will be usedas museum in the future and weplanned to use this place as aprototype for people who areinterested in retroﬁtting their housewith PP-band technology.

Top: The visiting team
Bottom: Demonstration of PPband retroﬁtDuring our visit, some parts of thestructure were being repaired by thefund given by a private company.
The team organized several
meetings and participated in seminars
to promote the PP-band retroﬁtting
method. We expected that thisretroﬁtting technique will provide
the people with a cheaper alternative
method to save their lives frombuilding collapse. In this occasion,
the team was honored to be granted apresentation on PP-band technology
in front of His Royal Highness
Pembayun.
Finally, the team has reached an

Progress report on the Master
Plan for Earthquake Disaster
Mitigation and Building Collapse
Prevention project
RNUS joined AIT and Panyaconsultant team to present the resultsfrom progress report on Master Planfor Earthquake Disaster Mitigation
and Building Collapse Prevention
Project in Thailand to the Department
of Disaster Prevention and Mitigation(DDPM). The team consists of Dr.
Pennung Warnitchai, Dr. Kawin
Worakanchana and Mr. Kasidi
Vichitugsornpong. The topic of thispresentation from the AIT sidemainly focused on the acqusitionof earthquake source data andgeological data for microzonation,building and infrastructure inventory.
After the presentation, DDPM
was satisﬁed with our progress
report. The team is now preparing
the draft ﬁnal report which will be
submitted in May 2009.
(By K. Worakanchana)

ICUS Newsletter Vol.8, No.4

463

Page 10

BNUS Activities
interviews discussions Statistics show more than 300 people
were held on various have been killed in landslides inissuessuch
as Chittagong in recent years. These
historical changes of occurrences have posed yet anotherdisaster management challenge to the engineering knowplan and SoD in how, administrative decisivenessBangladesh, cyclone and mass awareness in Bangladesh.
management opera- To investigate these landslides andtion ﬂow of Ministry ﬁnd a probable solution, BNUS
of Food and Disaster organized a ﬁeld visit for the experts/
Interviewers with Prof. M.A. Ansary (left)
Management, infor- researchers to some landslide areas
Interview with J.R. Choudhury, Vice Chancellor, mation ﬂow and of Chittagong district from September
Brac University (top right) andsharing, maintenance 10 to 11, 2008. The team consisted
Md. K.A. Khan, Deputy Chief Coordinator,of logistics, efﬁciency of Dr. Abdul Jabbar Khan, Professor
Cyclone SIDR Operation (bottom right)of cluster approach and Dr. Raquib Ahsan, Associateduring disaster stage, Professor, Department of Civil
BNUS continues interview survey current action plans, CPP and BDRCS engineering, Bangladesh University
on cyclone SIDR management
activities, relief works, plans and of Engineering and Technology. Later,in Bangladesh
activities regarding cyclone shelters Prof. Khan presented his ﬁndings as
BNUS performed interview survey and so on.
well as a couple of recent projects
from November 26 to December
implemented by 16 Engineering07, 2008, in Dhaka on the role of
BNUS works on rain-induced
Construction Battalion at RangamatiStanding Orders on Disaster (SoD)
erosion control in Bangladesh
area using Geojute for rain-inducedof Bangladesh and the Cyclone
In recent years, there is common erosion control under his guidance.
SIDR management operations. The occurrence of rain induced hilltop
Geojute is a bio-engineering soluinterviews were conducted to the erosions or landslides in greater tion to rain-induced landslide. It is
policy makers and personnel Chittagong and the adjacent rolling biodegradable, locally available inassociated with cyclone management areas including the Chittagong Hill Bangladesh and cheaper than otheractivities in some organizations Tracts of Bangladesh. Loosening of available methods. The jute nettings
such as, Disaster Management topsoil by rainwater during heavy spread over seeded slopes shield
Bureau, Directorate of Relief and rainfall from deforestation and the soil and seeds from the impact ofRehabilitation, Bangladesh Red cutting of the hills was found to be rain drops, minimise runoff and slow
Crescent Society (BDRCS), Cyclone main cause of these landslides.
down its velocity, maintain the
Preparedness Programme (CPP) andOn August 18, 2008, a total of 11 capacity of soil to absorb water andComprehensive Disaster Management persons were killed and more than retain soil moisture. Once seeds
Programme. Earlier BNUS performed 30 were injured in a landslide in germinate and grow through the gaps
a similar survey from May 5 to May Motijhorna area in the port city of in the fabric to cover the area, Geojute12, 2008 at local level administrations Chittagong. In June 2007, a landslide nets starts to degrade. Geojute is
and cyclone management authorities at Mati Jharna colony of Lalkhan also suitable for slopes with highin two Districts of Patuakhali and Bazar, right in the heart of Chittagong, erodability where mechanicalBarguna, which were worst affected killed 128 people when a hill methods prove unsuitable.
by cyclone SIDR 2007. The current collapsed on to an adjacent slum.
(By M. A. Ansary)
survey is the continuation of aprevious research by BNUS. Theinterview surveys in Dhaka were
performed jointly with Mr. Taiki
Kou, an undergraduate student of
Meguro Laboratory and afﬁliated to
Department of Urban Earthquake
Disaster Mitigation Engineering,
ICUS. Mr. Kou is working on“Disaster management operation by
Left: Schematic of Geojute application on degraded slope;
governments in case of Cyclone
Right: Vegetation growing through Geojute
SIDR in Bangladesh”. Through the

ICUS Newsletter Vol.8, No.4

464

Page 11

ICUS Activities· Prof. K. Meguro, Director, ICUS,

visited the earthquake affected areasof Chengdu, PR China during January
2-5. He made a keynote speech at
the seminar in Beijing titled“Advanced Seismic Technology
for Scientiﬁc Post-earthquake
Reconstruction” in a seminararranged by China Development
Research Foundation and Sichuan
Construction Department. (pleaserefer page 8 for details). He again
visited Beijing, China from March

8 to 9 to attend 2nd Japan-China
Forum. From March 14 to 16, hevisited BNUS in Dhaka, Bangladesh.
· Prof. H. Sawada visited Khon-kaen,
Thailand from January 7 to 12 tojoin and present at the Workshop
on Monsoon Asia Tropical Forest
Carbon Dynamics and Sustainability. From March 14 to 20, he
visited Bangladesh University of
Science and Technology (BUET),
Dhaka, Bangladesh and carried out
an observational survey of naturalenvironment of Dhaka and around.
Dr.
· Tanaka stayed in Bangkok, Thailand during the period of January
14-27, February 12-28 and March
2-27 to carry out his teaching andresearch duties as a co-ordinator of
RNUS at AIT. During February 1417, he visited Dhaka, Bangladesh
to carry out a survey of trafﬁc ﬂow
in Bangladesh.
· Dr. Worakanchana remained in AITtill March 1 to carry out researchand teaching duties.

Research Committee (RC) Activities

Prof. K. Meguro, Director, ICUS presided over the concluding meeting of RC-58 (left). Seated next is
Prof. H. Sawada and Dr. S. Miyazaki; Dr. M. Soejima presented the ﬁndings ofWorking Group-2 (center). RC-58 members at a group photo shoot (right)
Starting in year 2007, 13 companies March 30. Three working groups 2009. RC58 will hold a forum on April
joined the Research Committee 58 carried out extensive interactive 21 to report its results to the general(RC-58) to work on “Business discussion, presentation and research public and to host a special lecture by
Continuity Management (BCM) on: 1) suitable BCM systems for Dr. S. Nishikawa, Ministry of Land,
Systems Suitable for Japanese private companies, 2) suitable BCM Infrastructure, Transport and Tourism.
Society.” The industry-university systems for local governments and 3)
Research Committee 62 (RC-62)
collaboration
researchgroup suitable methods for evaluating BCM. held its meeting on March 17 andconcluded and presented their ﬁnal The ﬁnal report of RC-58 research is preparing the interim report to beresearch ﬁndings in a meeting on outcomes will be published in April, submitted in May.

AwardsAsian Concrete Federation (ACF)
conferred its Best Presentation Award
in January to Prof. H. Yokota, ICUS
Visiting Professor, for his splendid

presentation of the paper on Chloride
Ingress in Cracked Concrete with
Water Repellent Treatment and his
invaluable contribution during the 3rd

ACF International Conference held in
Ho Chi Minh City, Vietnam on 11-13
November 2008.

Call for papers
USMCA 2009, Incheon S. Korea, October 15-16 2009
ICUS is happy to announce that, the 8th International Symposium on New Technologies for Urban Safety of
Megacities in Asia (USMCA2009) will be held in Incheon, South Korea on October 15-16, 2009. Organized by
ICUS, National Institute for Disaster Prevention (NIDP) and Korea Disaster Prevention Association (KDPA), thesymposium will bring together expertise in areas of design, construction and maintenance of urban infrastructure
and those engaged in the development of new tools that could be used for implementation of safer built environment in urban areas. Focusing on 10 key areas relevant to urban safety in Asian megacities, the Symposium will
provide a forum for decision makers, practicing professionals, and researchers to share their expertise. For more
information and submission of abstracts, visit the USMCA2009 webpage below.

http://www.usmca2009.org/

Mark your calendar, Join us at Incheon, Korea

ICUS Newsletter Vol.8, No.4

465

Page 12
Editor’s Note

impact on natural environmentis one of our/humanity’s biggest
There are many old cherry concerns. Although, under the Kyoto
blossom trees in the Komaba Ⅱ Protocol, Japanese government has
research campus of the University of started several activities to reduce
Tokyo where Institute of Industrial 6% of CO2 emission from the
Science is located, and we could baseline of 1990, these activities
enjoy the cherry blossoms in full are not sufﬁcient and have notbloom again this April. In Japan, been successful yet. Environmental
cherry blossom season coincides condition is becoming much worsewith the start of a new ﬁscal year as indicated by the article by Dr.
and new students start their campus Fan and his colleagues. As thelife with full of hopes. Recently, front of cherry blossom ﬂowering
IPCC (Inter-governmental Panel for goes north, the new inﬂuenza which
Climate Change) reported that, the caused numerous deaths in Mexico
global warming induced by human also threatened Japanese populace.
activities are affecting natural Also as it spread quickly in Japaneseenvironment and phenomena. The mega cities, it inﬂuenced our daily

life. Considering these situations,
there are many challenges to deal
with these problems related tourban environments as well as
natural disasters for safety of life.
We again recognize the importanceof ICUS activities and determine
to do our best to achieve fruitfulsolutions for urban safety. These
ideas and thoughts came up to me
while I was enjoying and under
the cherry blossom trees in fullbloom. I cordially invite you to visit
our campus to see the old trees by
yourself next year, which will bringyou plenty of hopes.
(By H. Sawada )If you would like to contribute an article to ICUS newsletter or have any comments or suggestions,please contact the editorial committee at icus@iis.u-tokyo.ac.jp.
Any article within the scope of urban safety engineering and management will be considered
for publication after internal peer review by the editorial committee. To know the scope of ICUS
activities, please visit ICUS homepage at http://icus.iis.u-tokyo.ac.jp/

International Center for Urban Safety Engineering, ICUS
Institute of Industrial Science, The University of Tokyo
4-6-1 Komaba, Meguro-ku, Tokyo 153-8505, Japan
Tel: (+81-3)5452-6472, Fax: (+81-3)5452-6476
http://icus.iis.u-tokyo.ac.jp/466

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