IISEE Newsletterᅜ❧◊✲㛤Ⓨἲே㻌 ᘓ⠏◊✲ᡤᅜ㝿ᆅ㟈ᕤᏛ䝉䞁䝍䞊㻌㻞㻜㻞㻞㻜 ᖺ 㻝2᭶ 4᪥㻌㻌㻌䛈㻌㻟㻜㻡㻙㻜㻤㻜㻞㻌 Ⲉᇛ┴䛴䛟䜀ᕷ❧ཎ䠍㻌㻌㻌㻌㼀㻱㻸㻌㻜㻞㻥㻙㻤㻣㻥㻙㻜㻢㻣㻤㻌㻌㻲㻭㼄㻌㻜㻞㻥㻙㻤㻢㻠㻙㻢㻣㻣㻣➨ 㻝㻤㻣 ྕ㻌௒᭶䛾ヰ㢟㻌x ᘓ⠏䞉ఫᏯᆅ㟈㜵⅏ᅜ㝿䝛䝑䝖䝽䞊䜽䝥䝻䝆䜵䜽䝖䠄㻵㻼㻾㻱㻰䠅㻞㻜㻞㻜 ᖺᗘ఍ྜ㻌ᘓ⠏䞉ఫᏯᆅ㟈㜵⅏ᅜ㝿䝛䝑䝖䝽䞊䜽䝥䝻䝆䜵䜽䝖䠄㻵㻵㻼㻾㻱㻰䠅㻞㻜㻞㻜 ᖺᗘ఍ྜ㻌ᅜ㝿ᆅ㟈ᕤᏛ䝉䞁䝍䞊㻌 䝅䝙䜰䝣䜵䝻䞊㻌 ᶓ஭㻌 ಇ᫂㻌㻌x ➨䠍䠓ᅇୡ⏺ᆅ㟈ᕤᏛᘓ⠏䞉ఫᏯᆅ㟈㜵⅏ᅜ㝿䝛䝑䝖䝽䞊䜽䝥䝻䝆䜵䜽䝖䠄㻵㻼㻾㻱㻰䠅㻞㻜㻞㻜 ᖺᗘ఍ྜ䜢䚸᪥఍㆟ㄽᩥ㞟䛻䛚䛡䜛ඖ◊ಟ⏕䛾ᥖ㍕ㄽᩥ䛻䛴 ᮏᶆ‽᫬䛷 㻝㻜 ᭶ 㻝㻢 ᪥䛸 㻞㻟 ᪥䛻䚸䜸䞁䝷䜲䞁䛷㛤ദ䛧䜎䛧䛯䚹㻵㻼㻾㻱㻰 䛸䛿䚸䛔䛶㻌㼁㻺㻱㻿㻯㻻 䛾䝥䝻䝆䜵䜽䝖䛷䚸㻶㻵㻯㻭 䛻䜘䜛 㻻㻰㻭 ஦ᴗ䛸ᅜ㝿ᆅ㟈ᕤᏛ◊ಟ䜢㏻䛨䛶
㻵㻵㻿㻱㻱 䛸ᐦ᥋䛺㛵ಀ䛻䛒䜛 㻝㻜 䞃ᅜ䛾ᣦᑟⓗ䛺◊✲ᶵ㛵䛸 㻵㻵㻿㻱㻱 䛻䜘䜚ᐇ᪋䛥䜜x 㻞㻜㻝㻥㻙㻞㻜㻌◊ಟ⏕䛾ಟኈㄽᩥ䛾䜰䝤䝇䝖䝷䜽䝖㞟㻌 䛶䛔䜎䛩䚹㻌䜸䞁䝷䜲䞁఍ྜ䛷䛿䚸㻝㻢 ᪥䛾఍ྜ䛾᭱ึ䛻䚸䝩䝇䝖ᙺ䛷䛒䜛 㼁㻺㻱㻿㻯㻻㻌⮬↛⛉Ꮫ㻌㒊䛾బ䚻ᮌẶ䛜䚸㻞㻜㻝㻥 ᖺ 㻢 ᭶ 㻝㻜 ᪥䛛䜙 㻝㻟 ᪥䛻䝹䞊䝬䝙䜰ඹ࿴ᅜ䝤䜹䝺䝇䝖ᕷ䛷㛤ദ䛥䜜䛯➨ 㻝㻝 ᅇ 㻵㻼㻾㻱㻰 ᖺḟ఍ྜ䛻䛴䛔䛶ሗ࿌䛧䚸⥆䛔䛶䚸䛂ᘓ⠏⎔ቃ㻌䠄㻮㼡㼕㼘㼠㻌㻱㼚㼢㼕㼞㼛㼚㼙㼑㼚㼠䠅䛾㐺ษ䛺ィ⏬䛻䜘䜛⅏ᐖ䝸䝇䜽䛾㍍ῶ䛃䛻ᇶ䛵䛔䛶⌧ᅾᐇ㻌᪋୰䛾 㼁㻺㻱㻿㻯㻻 䝥䝻䝆䜵䜽䝖䚸䛩䛺䜟䛱䚸䝷䝔䞁䜰䝯䝸䜹㻙䜹䝸䝤ᾏ 㻡 䞃ᅜ䠄㻸㻭㻯㻡䠖䝯䜻䝅䝁䚸䜾䜰䝔䝬䝷䚸䜻䝳䞊䝞䚸䝗䝭䝙䜹ඹ࿴ᅜ䚸䝨䝹䞊䠅䛻䛚䛡䜛䛂㻮㼡㼕㼘㼠㻌㻌㻱㼚㼢㼕㼞㼛㼚㼙㼑㼚㼠㻌㼕㼚㻌㻸㻭㻯㻡䛃ཬ䜃䚸䝯䜻䝅䝁䛻䛚䛡䜛䛂㻼㻾㻱㻾㻭㻰㻱䛃䛻䛴䛔䛶䜒⤂௓䛧䜎䛧䛯䚹䛣䜜䜙䛾䝥䝻䝆䜵䜽䝖䜢㏻䛧䛶䚸⅏ᐖ䝸䝇䜽㍍ῶ䠄㻰㻾㻾䠅䛾ᡭἲ䛸䛧䛶䚸ᢏ⾡ᇶ㻌‽䠄ᘓ⠏ᇶ‽䚸ᘓ⠏ᮦᩱ䛾ᶆ‽䚸᪋ᕤᇶ‽➼䠅䜔♫఍䝅䝇䝔䝮䠄ᘓ⠏つไ䚸ᅵᆅ฼⏝つไ䚸⿵ᙉィ⏬䚸ᢏ⾡⪅䛾ᩍ⫱䛸カ⦎➼䠅䛜ᨵⰋ䛥䜜䚸ᐇ᪋䛥䜜䜛䛣䛸䛜ᮇ㻌ᚅ䛥䜜䛶䛔䜎䛩䚹䛭䜜䛛䜙䚸బ䚻ᮌẶ䛿䚸㻵㻼㻾㻱㻰 䜰䜽䝅䝵䞁䝥䝷䞁䛾⌧≧䜢ᴫほ㻌䛧䚸㻵㻼㻾㻱㻰 䛾ḟ䛾䝇䝔䝑䝥䛷䛒䜛䚸㻵㻼㻾㻱㻰 ཧຍᅜ䞉ᶵ㛵䛾⤒㦂䛸▱ぢ䛾䚸㛤Ⓨ㏵
ୖᅜ䜈䛾ඹ᭷䞉ᬑཬ䜢ᥦ᱌䛧䜎䛧䛯䚹㻌㻌㻝㻢 ᪥䛾఍ྜ䛷䛿䚸䜶䝆䝥䝖䚸᪥ᮏ䚸䜹䝄䝣䝇䝍䞁䛾௦⾲䚸㻞㻟 ᪥䛻䛿䚸䝯䜻䝅䝁䚸◊ಟ䝕䞊䝍䝧䞊䝇㻌 䜶䝹䝃䝹䝞䝗䝹䚸䝨䝹䞊䚸䝖䝹䝁䚸䝹䞊䝬䝙䜰䛾௦⾲䛜䚸㻵㻼㻾㻱㻰 άື䛾⌧ἣሗ࿌䜢⾜䛔䜎䛧䛯䚹⾲ 㻝 䛻ྛⓎ⾲䛾䝍䜲䝖䝹䜢♧䛧䜎䛩䚹㻌㻵㻵㻿㻱㻱㻺㻱㼀䠄ᆅ㟈㜵⅏ᢏ⾡᝟䛥䛶䚸➨ 㻝㻞 ᅇ 㻵㻼㻾㻱㻰 ᖺḟ఍ྜ䛿䚸➨ 㻝㻣 ᅇୡ⏺ᆅ㟈ᕤᏛ఍㆟䛻ྜ䜟䛫௝ྎᕷሗ䝛䝑䝖䠅㻌
䛷ᐇ᪋ணᐃ䛷䛩䚹䛺䛚䚸ྠ఍㆟䛷䛿䚸㻵㻼㻾㻱㻰 㛵㐃䛾 㻞 䛴䛾䝉䝑䝅䝵䞁䚸䛂≉ู䝉䝑㻵㻵㻿㻱㻱㻙㼁㻺㻱㻿㻯㻻㻌䝺䜽䝏䝱䞊䝜 䝅䝵䞁䠖௝ྎᯟ⤌䜏䜈䛾㈉⊩䛃䚸䛂䝭䝙䝅䞁䝫䝆䜴䝮䠖⪏㟈ᇶ‽䛾ẚ㍑䛃䛜ணᐃ䛥䜜䞊䝖㻌䛶䛔䜎䛩䚹㻌
㻌㻱㻱 䝷䞊䝙䞁䜾㻌
௒ᚋ䚸㻵㻵㻿㻱㻱 䝙䝳䞊䝇䝺䝍䞊ཬ䜃 㻵㻵㻿㻱㻱 䝩䞊䝮䝨䞊䝆䜢㏻䛨䛶䚸ⓙᵝ䛻᝟ሗ䜢ᥦ౪䝅䝜䝥䝅䝇䞉䝕䞊䝍䝧䞊䝇䠄ಟ 䛧䛶⾜䛝䜎䛩䚹㻌ኈㄽᩥᴫせ䠅㻌
㻌㻮㼡㼘㼘㼑㼠㼕㼚㻌䝕䞊䝍䝧䞊䝇㻌㻌㻌㻌⾲ 㻝㻌 㻵㻼㻾㻱㻰㻞㻜㻞㻜 ᖺᗘ఍ྜ䛷䛾Ⓨ⾲㢟┠㻌䜶䝆䝥䝖䜰䜽䝅䝵䞁䝥䝷䞁 㻵㼂 䛾㐍ᤖ䚸ㄢ㢟䚸䛚䜘䜃௒ᚋ䛾᪉ྥᩥ໬㑇⏘䛾ಖᏑ䛸ᩥ᭩໬䠖䜶䝆䝥䝖䛾஦౛㻌䜹䜲䝻ᇛሰ䛾䝭䝘䝺䝑䝖䛾ᚤືィ 䠖᭱ึ䛾Ὕᐹ᪥ᮏ㻌䜰䜽䝅䝵䞁䝥䝷䞁䛾㐍ᤖ≧ἣ䜢ྵ䜐᭱㏆䛾άື䛻㛵䛩䜛ሗ࿌䜹䝄䝣䝇䝍䞁
ᆅ㟈ື䝟䝷䝯䞊䝍䛸㟈ᗘ䠖䜰䝹䝬䝖䜲䛾᪩ᮇ㆙ሗ䝅䝇䝔䝮㻌䝯䜻䝅䝁ᆅ㟈๓䛾⬤ᙅᛶホ౯䛸ᆅ㟈ᚋ䛾ᵓ㐀ホ౯䛾䛯䜑䛾ᢏ⾡㻌䛾㻌ಁ㐍㻌䜶䝹䝃䝹䝞䝗 ⪏㟈⿵ᙉ䛾䛯䜑䛾⪏㟈ᛶホ౯䛾᥎㐍䚸ᑓ㛛ᐙ䛸㠀ᑓ㛛䝹ᐙ㻌䛾䛯䜑䛾䜺䜲䝗䝷䜲䞁䛸䝖䝺䞊䝙䞁䜾䚸䛚䜘䜃ᬑཬ䛾䛯䜑䛾㻌ᡓ␎㻌Ꮫᰯ䛾Ᏻ඲ᛶホ౯䛾Ⅽ䛾 㼂㻵㻿㼁㻿㻙㼁㻺㻱㻿㻯㻻 䝥䝻䝆䜵䜽䝖㻌䜈䛾ᢏ⾡ᨭ᥼䛾ಁ㐍㻌䝨䝹䞊㻌䜰䜽䝅䝵䞁䝥䝷䞁 㼂㻵㻵㻵 䛾㐍ᤖ䚸ㄢ㢟䚸䛚䜘䜃௒ᚋ䛾᪉ྥ䠖ᵓ㐀೺඲ᛶ䝰䝙䝍䝸䞁䜾䛾᥎㐍䝖䝹䝁ᘓ⠏ᇶ‽ἲ䛾᭦᪂䛸ᐇ᪋䛻㛵䛩䜛᝟ሗඹ᭷䛾ಁ㐍㻌䝹䞊䝬䝙䜰䜰䜽䝅䝵䞁䝥䝷䞁 㼂㻵㻵 䛸 㼄㻵㻵㻵 䛾㐍ᤖ䚸ㄢ㢟䚸䛚䜘䜃௒ᚋ䛾᪉ྥᆅ㟈䝕䞊䝍䝧
䝧䞊䝇㻌㻌㻞㻜㻝㻝 ᖺ 㻟 ᭶ 㻝㻝 ᪥ᮾ໭ᆅ᪉
ኴᖹὒἈᆅ㟈㻌
ᆅ㟈᝟ሗ㻌Ᏹὠ䜹䝍䝻䜾䠄ୡ⏺䛾ᆅ㟈⿕ᐖ䠅㻌ᆅ㟈䜹䝍䝻䜾䠄ୡ⏺䛾኱ᆅ㟈䛾㟈※䝯䜹䝙䝈䝮䚸వ㟈ศᕸ➼䠅㻌➨䠍䠓ᅇୡ⏺ᆅ㟈ᕤᏛ఍㆟ㄽᩥ㞟䛻䛚䛡䜛ඖ◊ಟ⏕䛾ᥖ㍕ㄽᩥ䛻䛴䛔䛶㻌ᅜ㝿ᆅ㟈ᕤᏛ䝉䞁䝍䞊㛗㻌 ᑠ㇋⏿㻌 㐩ဢ㻌➨䠍䠓ᅇୡ⏺ᆅ㟈ᕤᏛ఍㆟㻔㻝㻣㼃㻯㻱㻱㻕䛾ㄽᩥ㞟䛜䠕᭶䛻 㻝㻣㼃㻯㻱㻱 䛾䝩䞊䝮䝨䞊䝆䛻䛶බ㛤䛥䜜䜎䛧䛯䚹ᅜ㝿ᆅ㟈ᕤᏛ䝉䞁䝍䞊䛷䛿䚸㻞㻜㻝㻤㻙㻞㻜㻝㻥 䝁䞊䝇䛾◊ಟ⏕䜢୺䛺ᑐ㇟䛸䛧䛶䚸ᙼ䜙䛜◊ಟ䛷䜎䛰᪥ᮏ䛻⁫ᅾ䛧䛶䛔䜛䛖䛱䛻䚸ಶே◊ಟ䛾ᡂᯝ䜢 㻝㻣㼃㻯㻱㻱 䛻䛶Ⓨ⾲䛩䜛䜘䛖່䜑䛶ཧ䜚䜎䛧䛯䚹䛭䛾⤖ᯝ䚸䠑ே䛾◊ಟ⏕䛜ୗグ䛾ㄽᩥ䜢ᢞ✏䛧᥇⏝䛥䜜䜎䛧䛯䚹ⴭ⪅ྡ䛸䚸䝍䜲䝖䝹䚸ㄽᩥ␒ྕ䜢♧䛧䛶䛔䜎䛩䚹ඖ◊ಟ⏕䛾ྡ๓䛾䜏グ䛧䛶䛔䜎䛩䛜䚸䛔䛪䜜䜒ᅜ㝿ᆅ㟈ᕤᏛ䝉䞁䝍䞊䛾◊✲䝇䝍䝑䝣䛜ඹⴭ⪅䛸䛺䛳䛶䛔䜎䛩䚹䜎䛯䚸䛖䛱䠎ᮏ䛾ㄽᩥ 㻠㻕㻡㻕䛻䛴䛔䛶䛿䚸㻞㻜㻝㻥㻙㻞㻜㻞㻜 䛾◊ಟ⏕䜒ඹⴭ⪅䛸䛺䛳䛶䛔䜎䛩䚹㻌㻝㻕 㻶㻚㻌㻸㼍㼙㼟㼍㼘㻘㻌㼑㼠㻌㼍㼘㻚㻦㻌㻿㻱㻵㻿㻹㻵㻯㻌㻾㻱㼀㻾㻻㻲㻵㼀㻌㻻㻲㻌㻭㻺㻌㻱㼄㻵㻿㼀㻵㻺㻳㻌㻾㻱㻿㻵㻰㻱㻺㼀㻵㻭㻸㻮㼁㻵㻸㻰㻵㻺㻳㻌㻵㻺㻌㻺㻱㻼㻭㻸㻌㼀㻻㻌㻲㼁㻺㻯㼀㻵㻻㻺㻭㻸㻵㼆㻱㻌㻭㻿㻌㻭㻌㻴㻻㻿㻼㻵㼀㻭㻸㻌㼁㻿㻵㻺㻳㻲㻱㻾㻾㻻㻯㻱㻹㻱㻺㼀㻘㻌㻟㼎㻙㻜㻜㻢㻜㻚㻞㻕 㻭㻚㻌㻿㼛㼠㼛㻘㻌㼑㼠㻌㼍㼘㻚㻦㻌㻱㼂㻭㻸㼁㻭㼀㻵㻻㻺㻌㻭㻺㻰㻌㻾㻱㼀㻾㻻㻲㻵㼀㼀㻵㻺㻳㻌㻻㻲㻌㻭㻺㻌㻱㼄㻵㻿㼀㻵㻺㻳㻴㻻㻿㻼㻵㼀㻭㻸㻌㻮㼁㻵㻸㻰㻵㻺㻳㻌㻵㻺㻌㻼㻱㻾㼁㻌㻯㻻㻺㻿㻵㻰㻱㻾㻵㻺㻳㻌㻲㼁㻺㻯㻵㻻㻺㻭㼀㻵㻸㼅㻌㻭㻲㼀㻱㻾

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ㄽᩥເ㞟㻌
㻵㻵㻿㻱㻱㻌㻮㼡㼘㼘㼑㼠㼕㼚 䛿䚸⌧ᅾᆅ㟈Ꮫ䚸ᆅ㟈ᕤᏛ䚸ὠἼ䛻㛵䛩䜛ㄽᩥ䜢ເ㞟䛧䛶䛚䜚䜎䛩䚹
㛤Ⓨ㏵ୖᅜ䛻㛵䛩䜛䜒䛾䜢ᑐ㇟䛸䛧䛶䛔䜎䛩䛜䚸䛭䜜䛻㝈䜙䛪ເ㞟䛧䛶䛔䜎䛩䚹㻌㏦䛳䛶㡬䛔䛯ᮍⓎ⾲䛾ㄽᩥ䛿䚸⦅㞟ጤဨ఍䛸ᑓ㛛ᐙ䛻䜘䜛ᰝㄞ䜢⾜䛔䜎䛩䚹ᢞ✏ᩱ䛿↓ᩱ䛷䛩䚹㻌
᫝㠀䝏䝱䝺䞁䝆䛧䛶ୗ䛥䛔㻌

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㐃⤡ඛ㻌
㻵㻵㻿㻱㻱㻌䝙䝳䞊䝇䝺䝍䞊䛿䚸㻵㻵㻿㻱㻱 䛸༞ᴗ⏕䛾ᯫ䛡ᶫ䜢┠ᣦ䛧䛶䛔䜎䛩䚹㻌
䝙䝳䞊䝇䝺䝍䞊䜈䛾ሗ࿌䜔グ஦䜢䛚ᚅ䛱䛧䛶䛚䜚䜎䛩䚹ⓙᵝ䛾⮬ᅜ䛷䛾䛤ά㌍䜢䛚▱䜙䛫ୗ䛥䛔䚹㻌
䜎䛯䚸ⓙᵝ䛾ྠ൉䜔䛚཭㐩䜒䛣䛾䝯䞊䝸䞁䜾䝸䝇䝖䛻Ⓩ㘓
䛩䜛䜘䛖䛻䛚ㄏ䛔ୗ䛥䛔䚹㻌㻌㻌㻌
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http://iisee.kenken.go.jp㻿㻱㼂㻱㻾㻱㻌㻱㻭㻾㼀㻴㻽㼁㻭㻷㻱㻿㻘㻌㻟㼓㻙㻜㻜㻟㻝㻚㻌㻌㻟㻕㻌㻼㻚㻌㻭㼐㼔㼕㼗㼍㼞㼕㻘㻌㻭㻚㻌㼂㼍㼞㼙㼍㻘㻌㼑㼠㻌㼍㼘㻚㻦㻌㻲㻾㻭㻳㻵㻸㻵㼀㼅㻌㻱㼂㻭㻸㼁㻭㼀㻵㻻㻺㻌㻻㻲㻌㻾㻯㻌㻮㼁㻵㻸㻰㻵㻺㻳㻌㻰㻱㻿㻵㻳㻺㻱㻰㻌㻮㼅㻌㻺㻱㻼㻭㻸㻌㻮㼁㻵㻸㻰㻵㻺㻳㻌㻯㻻㻰㻱㻌㻯㻻㻺㻿㻵㻰㻱㻾㻵㻺㻳㻌㻰㻱㻲㻻㻾㻹㻭㼀㻵㻻㻺㻌㻯㻭㻼㻭㻯㻵㼀㼅㻘㻌㻞㼎㻙㻜㻝㻝㻞㻚㻌㻌㻠㻕㻌㻾㻚㻌㻼㼍㼚㼍㼘㼕㼓㼍㼚㻘㻌㻶㻚㻌㻻㼞㼛㼜㼑㼘㻘㻌㼑㼠㻌㼍㼘㻚㻦㻌㻱㻭㻾㼀㻴㻽㼁㻭㻷㻱㻌㻼㻱㻾㻲㻻㻾㻹㻭㻺㻯㻱㻌㻱㼂㻭㻸㼁㻭㼀㻵㻻㻺㻌㻻㻲㻌㻭㻌㼀㼅㻼㻵㻯㻭㻸㻌㻮㻾㻵㻰㻳㻱㻌㻿㼀㻾㼁㻯㼀㼁㻾㻱㻌㻰㻱㻿㻵㻳㻺㻱㻰㻌㻮㼅㻌㻲㻻㻾㻯㻱㻙㻮㻭㻿㻱㻰㻌㻰㻱㻿㻵㻳㻺㻌㻹㻱㼀㻴㻻㻰㻌㻵㻺㻌㻼㻴㻵㻸㻵㻼㻼㻵㻺㻱㻿㻘㻌㻞㼎㻙㻜㻝㻝㻜㻚㻌㻌㻡㻕㻌㻹㼐㻚㻌㻷㼍㼙㼞㼡㼦㼦㼍㼙㼍㼚㻘㻌㼑㼠㻌㼍㼘㻚㻦㻌㻿㻱㻵㻿㻹㻵㻯㻌㼂㼁㻸㻺㻱㻾㻭㻮㻵㻸㻵㼀㼅㻌㻭㻺㻰㻌㻾㻱㼀㻾㻻㻲㻵㼀㻌㻻㻲㻌㻿㻻㻲㼀㻌㻲㻵㻾㻿㼀㻌㻿㼀㻻㻾㼅㻌㻾㻯㻌㻮㼁㻵㻸㻰㻵㻺㻳㻿㻌㻰㻱㻿㻵㻳㻺㻱㻰㻌㻮㼅㻌㻮㻭㻾㻱㻌㻲㻾㻭㻹㻱㻌㻭㻺㻭㻸㼅㻿㻵㻿㻌㻵㻺㻌㻮㻭㻺㻳㻸㻭㻰㻱㻿㻴㻘㻌㻟㼎㻙㻜㻜㻡㻣㻚㻌㻌䜎䛯䚸㻞㻜㻝㻥㻙㻞㻜㻞㻜 ◊ಟ⏕䛻䜒䚸ᅜᆅ◊ಟ䛻ཧຍ䛩䜛๓䛻⮬ᅜ䛷⾜䛳䛶䛝䛯◊✲䛾ᡂᯝ䜢 㻝㻣㼃㻯㻱㻱 䛻ᢞ✏䛩䜛䜘䛖ዡບ䛧䜎䛧䛯䚹䛭䛾⤖ᯝ䚸䠏ே䛾◊ಟ⏕䛜ୗグ䛾ㄽᩥ䜢ᢞ✏䛧᥇⏝䛥䜜䛶䛔䜎䛩䚹㻌㻌㻢㻕㻌㻼㼑㼙㼍㻘㻌㼑㼠㻌㼍㼘㻚㻦㻌㼀㻱㻿㼀㻌㻲㻭㻯㻵㻸㻵㼀㼅㻌㼀㻻㻌㻿㼀㼁㻰㼅㻌㼀㻾㻭㻰㻵㼀㻵㻻㻺㻭㻸㻌㻯㻻㻹㻼㻻㻿㻵㼀㻱㻌㻹㻭㻿㻻㻺㻾㼅㻌㻿㼀㻾㼁㻯㼀㼁㻾㻱㻿㻌㻵㻺㻌㻮㻴㼁㼀㻭㻺㻌䇵㻌㻭㻺㻌㻻㼁㼀㻯㻻㻹㻱㻌㻻㻲㻌㻿㻭㼀㻾㻱㻼㻿㻘㻌㻝㻜㼏㻙㻜㻜㻜㻝㻚㻌
㻌㻣㻕㻌㼂㻚㻌㻰㽸㼍㼦㻘㻌㼑㼠㻌㼍㼘㻚㻦㻌㼀㻴㻱㻌㻞㻜㻝㻜㻌㻱㻭㻾㼀㻴㻽㼁㻭㻷㻱㻌㻵㻺㻌㻯㻴㻵㻸㻱㻌䇵㻌㻸㻱㻿㻿㻻㻺㻿㻌㻭㻺㻰㻌㻾㻻㻭㻰㻌㻹㻭㻺㼁㻭㻸㻌㼁㻼㻳㻾㻭㻰㻱㻘㻌㻞㼐㻙㻜㻜㻟㻥㻌㻌㻤㻕㻌㻯㻚㻌㻰㼑㼘㼓㼍㼐㼛㻘㻌㼑㼠㻌㼍㼘㻚㻦㻌㻭㻼㻼㻸㻵㻯㻭㼀㻵㻻㻺㻿㻌㻻㻲㻌㻿㻱㻵㻿㻹㻵㻯㻌㻰㻵㻿㻿㻵㻼㻭㼀㻵㻻㻺㻌㻭㻺㻰㻌㻿㻱㻵㻿㻹㻵㻯㻌㻵㻿㻻㻸㻭㼀㻵㻻㻺㻌㻵㻺㻌㻹㻱㼄㻵㻯㻻㻘㻌㻥㼑㻙㻜㻜㻝㻟㻚㻌㻌㻞㻜㻝㻥㻙㻞㻜㻞㻜 䝁䞊䝇䛾◊ಟ⏕䛿䚸㻝㻣㼃㻯㻱㻱 䛻ཧຍ䛩䜛ணᐃ䛷䛧䛯䛜䚸㻝㻣㼃㻯㻱㻱㻌䛿㻯㻻㼂㻵㻰㻙㻝㻥 䛾ୡ⏺ⓗឤᰁ䛾ᙳ㡪䜢ཷ䛡ᘏᮇ䛸䛺䜚䜎䛧䛯䚹䛧䛛䛧䛺䛜䜙䚸䝡䝕䜸఍㆟➼䛻䜘䜛ཧຍ䛾ᶵ఍䛜ṧ䛥䜜䛶䛔䜛䛸ᛮ䛔䜎䛩䚹௨ୖ䛾ㄽᩥᢞ✏⪅䛸䛿䛭䛾ᶵ఍䛻䚸䜎䛯㆟ㄽ䛜䛷䛝䜛䜒䛾䛸ᮇᚅ䛧䛶䛚䜚䜎䛩䚹㻌㻝㻣㼃㻯㻱㻱 䜈䛾ㄽᩥᢞ✏䚸ཬ䜃䚸㻝㻣㼃㻯㻱㻱 䛷䛾◊✲Ⓨ⾲䛻䛴䛔䛶䚸ㄞ⪅ㅖẶ䛛䜙䛾᝟ሗ䜒䛚ᚅ䛱䛧䛶䛔䜎䛩䚹㻌㻞㻜㻝㻝㻥㻙㻞㻜㻌◊ಟ⏕䛾ಟኈㄽᩥ䛾䜰䝤䝇䝖䝷䜽䝖㞟㻌ᅜ㝿ᆅ㟈ᕤᏛ䝉䞁䝍䞊㻌㻌ᅜ㝿ᆅ㟈ᕤᏛ䝉䞁䝍䞊䛷䛿୺䛻䚸ᆅ㟈Ꮫ䝁䞊䝇䠄㻿䠅䚸ᆅ㟈ᕤᏛ䝁䞊䝇䠄㻱䠅䚸ὠἼ㻌㜵⅏䝁䞊䝇䠄㼀䠅䛾 㻝㻌ᖺ䛾◊ಟ䜢ᐇ᪋䛧䛶䛔䜎䛩䚹㻌㻌䛣䛾෉Ꮚ䛿 㻞㻜㻝㻥㻙㻞㻜 ᖺ䛾ಶே◊ಟ䛾䝺䝫䞊䝖䛾䜰䝤䝇䝖䝷䜽䝖㞟䛷䛩䚹㻿㻌䝁䞊䝇䛸 㼀㻌䝁䞊䝇䛾◊ಟ⏕䛻㛵䛧䜎䛧䛶䛿䚸᭷ᚿ䛻䜘䛳䛶᭩䛛䜜䛯䜒䛾䛾䜏ᥖ㍕䛧䛶䛚䜚䜎䛩䚹䛭䛾䛯䜑䛩䜉䛶䛾䜰䝤䝇䝖䝷䜽䝖䛜ᥖ㍕䛥䜜䛶䛔䜛䜟䛡䛷䛿䛺䛔䛣䛸䜢䛤

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䝞䝑䜽䝘䞁䝞䞊䛿
ୗグ䜢䛤ぴୗ䛥䛔䚹㼔㼠㼠㼜㻦㻛㻛㼕㼕㼟㼑㼑㻚㼗㼑㼚㼗㼑㼚㻚㼓㼛㻚㼖㼜㻛㼚㼘㼐㼎㻛㻌஢ᢎ䛟䛰䛥䛔䜎䛩䜘䛖䛚㢪䛔䛔䛯䛧䜎䛩䚹㻌㻌䝅䝜䝥䝅䝇䛿䛣䛱䜙䛾䝃䜲䝖䛛䜙䛤ぴ䛔䛯䛰䛡䜎䛩䚹㻌㼔㼠㼠㼜㼟㻦㻛㻛㼕㼕㼟㼑㼑㻚㼗㼑㼚㼗㼑㼚㻚㼓㼛㻚㼖㼜㻛㼟㼥㼚㼐㼎㻛㻌㻌䜎䛯䚸㻢 ே䛾◊ಟ⏕䛾᭱⤊Ⓨ⾲䜢 㻵㻵㻿㻱㻱 䛾 㻱㻙㻸㼑㼍㼞㼚㼕㼚㼓 䛾䝨䞊䝆䛻ᥖ㍕ணᐃ䛷䛩䚹㻌㼔㼠㼠㼜㼟㻦㻛㻛㼕㼕㼟㼑㼑㻚㼗㼑㼚㼗㼑㼚㻚㼓㼛㻚㼖㼜㻛㼑㼘㻛㻌㻌䛣䛾෉Ꮚ䜢䛚ᙺ❧䛶䛔䛯䛰䛡䜎䛧䛯䜙ᖾ䛔䛷䛩䚹㻌㻌ᑠ㇋⏿㐩ஓ䠄ᆅ㟈ᕤᏛ䝁䞊䝇䝸䞊䝎䞊䠅㻌ཎ㎮ᙪ䠄ᆅ㟈Ꮫ䝁䞊䝇䝸䞊䝎䞊䠅㻌Ⱚᓮᩥ୍㑻䠄ὠἼ㜵⅏䝁䞊䝇䝸䞊䝎䞊䠅㻌ᅜ㝿ᆅ㟈ᕤᏛ䝉䞁䝍䞊㻌ᅜ❧◊✲㛤Ⓨἲேᘓ⠏◊✲ᡤ㻌㻟㻜㻡㻙㻜㻤㻜㻞㻌Ⲉᇛ┴䛴䛟䜀ᕷ❧ཎ 㻝㻌䝯䞊䝹䜰䝗䝺䝇䠖㼕㼕㼟㼑㼑㻬㼗㼑㼚㼗㼑㼚㻚㼓㼛㻚㼖㼜㻌㻌ᆅ㟈Ꮫ䝁䞊䝇㻌
㻞㻚㻌㻱㼟㼠㼕㼙㼍㼠㼕㼛㼚㻌㼛㼒㻌㻿㼡㼞㼒㼍㼏㼑㻌㼃㼍㼢㼑㻌㻰㼕㼟㼜㼑㼞㼟㼕㼛㼚㻌㻯㼔㼍㼞㼍㼏㼠㼑㼞㼕㼟㼠㼕㼏㼟㻌㼁㼟㼕㼚㼓㻌㻭㼙㼎㼕㼑㼚㼠㻌㻺㼛㼕㼟㼑㻌㻾㼑㼏㼛㼞㼐㼟㻌㼕㼚㻌㼁㼘㼍㼍㼚㼎㼍㼍㼠㼍㼞㻌㻾㼑㼓㼕㼛㼚㻌㻞㻚㻌䜴䝷䞁䝞䞊䝖䝹ᆅᇦ䛻䛚䛡䜛㞧ᚤືグ㘓䛾㛗࿘ᮇᡂศ䜢⏝䛔䛯⾲㠃Ἴ䛾ศᩓ᭤⥺䛾᥎ᐃ㻌
㻌㻟㻚㻌㻿㼠㼞㼛㼚㼓㻌㻹㼛㼠㼕㼛㼚㻌㻱㼟㼠㼕㼙㼍㼠㼕㼛㼚㻌㼕㼚㻌㻯㼛㼟㼠㼍㻌㻾㼕㼏㼍㻌㼍㼠㻌㻿㼜㼑㼏㼕㼒㼕㼏㻌㻿㼕㼠㼑㼟㻌㼁㼟㼕㼚㼓㻌㻿㼜㼑㼏㼠㼞㼍㼘㻵㼚㼢㼑㼞㼟㼕㼛㼚㻌㻹㼑㼠㼔㼛㼐㻌㻟㻚㻌䝇䝨䜽䝖䝹䜲䞁䝞䞊䝆䝵䞁ἲ䜢౑⏝䛧䛯䝁䝇䝍䝸䜹䛾≉ᐃ䝃䜲䝖䛻䛚䛡䜛ᙉ㟈ື᥎ᐃ㻌㻌㻠㻚㻌㻿㼠㼞㼛㼚㼓㻌㻳㼞㼛㼡㼚㼐㻌㻹㼛㼠㼕㼛㼚㻌㻿㼕㼙㼡㼘㼍㼠㼕㼛㼚㻌㼛㼒㻌㼠㼔㼑㻌㻞㻜㻝㻥㻌㻶㼍㼢㼍㻘㻌㻵㼚㼐㼛㼚㼑㼟㼕㼍㻘㻌㻱㼍㼞㼠㼔㼝㼡㼍㼗㼑㻔㻹㼣㻢㻚㻥㻕㻌㼁㼟㼕㼚㼓㻌㻱㼙㼜㼕㼞㼕㼏㼍㼘㻌㻳㼞㼑㼑㼚䇻㼟㻌㻲㼡㼚㼏㼠㼕㼛㼚㻌㻹㼑㼠㼔㼛㼐㻌㻠㻚㻌⤒㦂ⓗ䜾䝸䞊䞁㛵ᩘἲ䜢౑⏝䛧䛯 㻞㻜㻝㻥 ᖺ䝆䝱䝽䚸䜲䞁䝗䝛䝅䜰ᆅ㟈䠄㻹㼣㻢㻚㻥䠅䛾ᙉ㟈ື䝅䝭䝳䝺䞊䝅䝵䞁㻌㻌ᆅ㟈ᕤᏛ䝁䞊䝇㻌
㻡㻚㻌㻰㼑㼠㼍㼕㼘㻌㻿㼑㼕㼟㼙㼕㼏㻌㻼㼑㼞㼒㼛㼞㼙㼍㼚㼏㼑㻌㻱㼢㼍㼘㼡㼍㼠㼕㼛㼚㻌㼛㼒㻌㼍㻌㼀㼣㼑㼘㼢㼑㻌㻔㻝㻞㻕㻌㻿㼠㼛㼞㼕㼑㼐㻌㻻㼒㼒㼕㼏㼕㼍㼘㻌㻮㼡㼕㼘㼐㼕㼚㼓㻌㼕㼚㻌㻰㼔㼍㼗㼍㻌㼍㼚㼐㻌㻿㼡㼕㼠㼍㼎㼘㼑㻌㻾㼑㼠㼞㼛㼒㼕㼠㼠㼕㼚㼓㻌㼀㼑㼏㼔㼚㼕㼝㼡㼑㻌㻡㻚䠍䠎㝵ᘓ䛶஦ົᡤ䝡䝹䛾⪏㟈デ᩿ヲ⣽ἲ䛸⪏㟈ᨵಟ㻌㻌㻢㻚㻌㻿㼑㼕㼟㼙㼕㼏㻌㻱㼢㼍㼘㼡㼍㼠㼕㼛㼚㻌㼍㼚㼐㻌㻾㼑㼠㼞㼛㼒㼕㼠㼠㼕㼚㼓㻌㼛㼒㻌㼀㼞㼍㼐㼕㼠㼕㼛㼚㼍㼘㻌㻮㼔㼡㼠㼍㼚㼑㼟㼑㻌㻾㼑㼟㼕㼐㼑㼚㼠㼕㼍㼘㻌㻴㼛㼡㼟㼑㻌
㻢㻚䝤䞊䝍䞁䛻䛚䛡䜛ఏ⤫ఫᏯ䛾⪏㟈デ᩿䛸ᨵಟ㻌㻌㻣㻚㻌㻼㼞㼛㼜㼛㼟㼍㼘㻌㼛㼒㻌㻳㼞㼛㼡㼚㼐㻌㻹㼛㼠㼕㼛㼚㻌㻼㼞㼑㼐㼕㼏㼠㼕㼛㼚㻌㻱㼝㼡㼍㼠㼕㼛㼚㻌㻔㻳㻹㻼㻱㻕㻌㼒㼛㼞㻌㻯㼔㼕㼘㼑㼍㼚㻌㻳㼞㼛㼡㼚㼐㻌㻹㼛㼠㼕㼛㼚㻌㻾㼑㼏㼛㼞㼐㼟㻌㼍㼚㼐㻌㻵㼠㼟㻌㻭㼜㼜㼘㼕㼏㼍㼠㼕㼛㼚㻌㻣㻚㻌䝏䝸䛻䛚䛡䜛ᆅ㟈ືグ㘓䜢⏝䛔䛯ᆅ㟈ືண ᘧ㻔㻳㻹㻼㻱㻕䛾ᥦ᱌䛸㐺⏝㻌㻌㻤㻚㻌㻱㼢㼍㼘㼡㼍㼠㼕㼛㼚㻌㼍㼚㼐㻌㻾㼑㼠㼞㼛㼒㼕㼠㼠㼕㼚㼓㻌㼛㼒㻌㼍㻌㻴㼕㼟㼠㼛㼞㼕㼏㻌㻭㼐㼛㼎㼑㻌㻹㼍㼟㼛㼚㼞㼥㻌㻮㼡㼕㼘㼐㼕㼚㼓㻌㻤㻚Ṕྐⓗ䜰䝗䝧㐀ᘓ⠏≀䛾⪏㟈デ᩿䛸ᨵಟ㻌㻌㻥㻚㻌㻿㼑㼕㼟㼙㼕㼏㻌㻱㼢㼍㼘㼡㼍㼠㼕㼛㼚㻌㼍㼚㼐㻌㻾㼑㼠㼞㼛㼒㼕㼠㼠㼕㼚㼓㻌㼛㼒㻌㻱㼤㼕㼟㼠㼕㼚㼓㻌㻾㼑㼕㼚㼒㼛㼞㼏㼑㼐㻌㻯㼛㼚㼏㼞㼑㼠㼑㻌㻮㼡㼕㼘㼐㼕㼚㼓㼟㻌㼕㼚㻌㻹㼥㼍㼚㼙㼍㼞㻌㻥㻚䝭䝱䞁䝬䞊䛻䛚䛡䜛᪤Ꮡ㕲➽䝁䞁䜽䝸䞊䝖㐀ᘓ⠏≀䛾⪏㟈デ᩿䛸ᨵಟ㻌㻌㻝㻜㻚㻌㻿㼑㼕㼟㼙㼕㼏㻌㻼㼑㼞㼒㼛㼞㼙㼍㼚㼏㼑㻌㻱㼢㼍㼘㼡㼍㼠㼕㼛㼚㻌㼒㼛㼞㻌㻯㼛㼚㼠㼕㼚㼡㼛㼡㼟㻌㼁㼟㼑㻌㼛㼒㻌㼍㼚㻌㻱㼤㼕㼟㼠㼕㼚㼓㻌㻮㼞㼕㼐㼓㼑㻌㼕㼚㻌㻺㼑㼜㼍㼘㻌
㻝㻜㻚㻌䝛䝟䞊䝹䛻䛚䛡䜛᪤Ꮡᶫᱱ䛾⥅⥆౑⏝䛾䛯䜑䛾⪏㟈ᛶ⬟ホ౯㻌㻌㻝㻝㻚㻌㻱㼍㼞㼠㼔㼝㼡㼍㼗㼑㻌㻼㼑㼞㼒㼛㼞㼙㼍㼚㼏㼑㻌㻱㼢㼍㼘㼡㼍㼠㼕㼛㼚㻌㼛㼒㻌㼀㼥㼜㼕㼏㼍㼘㻌㻮㼞㼕㼐㼓㼑㻌㻿㼠㼞㼡㼏㼠㼡㼞㼑㼟㻌㼣㼕㼠㼔㻌㻿㼑㼕㼟㼙㼕㼏㻌
㻵㼟㼛㼘㼍㼠㼕㼛㼚㻌㼍㼚㼐㻌㻿㼛㼕㼘㻌㻿㼠㼞㼡㼏㼠㼡㼞㼑㻌㻵㼚㼠㼑㼞㼍㼏㼠㼕㼛㼚㻌㼕㼚㻌㼠㼔㼑㻌㻼㼔㼕㼘㼕㼜㼜㼕㼚㼑㼟㻌㻝㻝㻚㻌ච㟈ᨭᢎ䛾㐺⏝䛸ᆅ┙㻙ᵓ㐀≀┦஫స⏝䜢⪃៖䛧䛯ሙྜ䛾䝣䜱䝸䝢䞁䛾඾ᆺⓗ䛺ᶫᱱᵓ㐀䛾⪏㟈ᛶ⬟ホ౯㻌㻌ὠἼ㜵⅏䝁䞊䝇㻌
㻌㻝㻞㻚㻌㼀㼟㼡㼚㼍㼙㼕㻌㻹㼛㼐㼑㼘㼕㼚㼓㻌㼛㼒㻌㼠㼔㼑㻌㻭㼚㼍㼗㻌㻷㼞㼍㼗㼍㼠㼍㼡㻌㼂㼛㼘㼏㼍㼚㼛㻌㼒㼛㼞㻌㻰㼑㼢㼑㼘㼛㼜㼙㼑㼚㼠㻌㼛㼒㻌㼀㼟㼡㼚㼍㼙㼕㻌㼃㼍㼞㼚㼕㼚㼓㻌㻿㼥㼟㼠㼑㼙㻌㼕㼚㻌㼠㼔㼑㻌㻿㼡㼚㼐㼍㻌㻿㼠㼞㼍㼕㼠㻌䝇䞁䝎ᾏᓙ䛻䛚䛡䜛ὠἼ㆙ሗ䝅䝇䝔䝮㛤Ⓨ䛾䛯䜑䛾䜰䝘䜽䞉䜽䝷䜹䝍䜴ⅆᒣὠἼ䝰䝕䝸䞁䜾㻌㻌

IISEE Newsletter Special Edition
November 2020

Foreword
Our institution, International Institute of Seismology and Earthquake Engineering (IISEE), mainly conducts threefollowing one-year training courses named (S) Seismology Course, (E) Earthquake Engineering Course and(T) Tsunami Disaster Mitigation Course.
This booklet is a collection of abstracts of individual study reports from the trainees of the 2019-2020 course.
Regarding the trainees from S course and T course, only trainees who have volunteered wrote their abstracts.
Therefore, please kindly note that not all the abstracts are posted in this booklet.
Their further detailed synopsis can be found on the following website.
https://iisee.kenken.go.jp/syndb/
Also, the final presentation from six trainees will be released on IISEE E-learning website. (Coming soon)
https://iisee.kenken.go.jp/el/
We hope this booklet will help you.
Tatsuya Azuhata
Tatsuhiko Hara
Bunichiro Shibazaki(E Course leader)(S Course leader)(T Course leader)International Institute of Seismology and Earthquake Engineering,
Building Research Institute1 Tatehara, Tsukuba, Ibaraki 305-0802, JAPAN.
E-mail: iisee@kenken.go.jp

Table of Contents
Seismology Course
2.
3.
4.

Estimation of Surface Wave Dispersion Characteristics Using Ambient Noise
Records in Ulaanbaatar Region
Strong Motion Estimation in Costa Rica at Specific Sites Using Spectral Inversion
MethodStrong Ground Motion Simulation of the 2019 Java, Indonesia, Earthquake (Mw
6.9) Using Empirical Green’s Function Method

Engineering Course
Detail Seismic Performance Evaluation of a Twelve (12) Storied Official Building in
Dhaka and Suitable Retrofitting Technique
6. Seismic Evaluation and Retrofitting of Traditional Bhutanese Residential House
7. Proposal of Ground Motion Prediction Equation (GMPE) for Chilean Ground
Motion Records and Its Application
8. Evaluation and Retrofitting of a Historic Adobe Masonry Building
9. Seismic Evaluation and Retrofitting of Existing Reinforced Concrete Buildings in
Myanmar
10. Seismic Performance Evaluation for Continuous Use of an Existing Bridge in
Nepal
11. Earthquake Performance Evaluation of Typical Bridge Structures with Seismic
Isolation and Soil Structure Interaction in the Philippines
5.

Tsunami Course
12. Tsunami Modeling of the Anak Krakatau Volcano for Development of Tsunami
Warning System in the Sunda Strait

1

Estimation of Surface Wave Dispersion Characteristics
Using Ambient Noise Records in Ulaanbaatar Region
1.6cm

Your
Photo

Lkhagvadorj DALAIJARGAL
Institute of Astronomy and Geophysics, Mongolian Academy of Science (IAG), Ulaanbaatar,
Mongolia
E-mail : mnlhagvaa@gmail.com

Takumi HAYASHIDA (Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute,
JAPAN

Seismic interferometry is a technique for extracting Green’s function from ambient noise cross-correlations
between two receivers is now an effective tool to illuminate subsurface structures such as crust and uppermosti1
mantle of the Earth from the regional to global scale. Our study obtained Rayleigh and Love wave dispersion
characteristics between 5 s and 20 s from yearly-stacked cross-correlation functions (CCFs) of ambient seismic
noise data (between January 1, 2018 and January 1, 2019), using the dense seismic broadband network
consisting of 17 stations in the Ulaanbaatar region, Mongolia. The extracted empirical Green's functions ofRayleigh and Love waves between 136 pairs of stations showed substantially large signal-to-noise ratios (> 17) inthe target periodic range, indicating clear trends of wave propagation up to ~270 km. We used transversetransverse (TT) component for the estimation of Love wave dispersions. As for Rayleigh wave. we removed Pwave contamination, which exists as precursors, from the stacked CCFs using vertical-to-radial (ZR) and radialto-vertical (RZ) components and succeeded in obtaining dominant Rayleigh-wave signals. The estimatedRayleigh and Love-wave phase velocities using the matched-filter frequency-time analysis (Fig. 1) showed little
variation over the period between 6 s and 10 s, indicating small subsurface heterogeneity in the Ulaanbaatar
region. The estimated Rayleigh wave phase velocity map for 8 s indicated small (~0.05–0.1 km/s) velocity
contrasts between the western and eastern parts, suggesting the possibility of local-scale seismic velocity
heterogeneity in the study area. The resulting velocity trend corresponds well with the estimations derived with asparse seismic array. We also found a significant feature which could extend our Rayleigh wave phase velocity
dispersion to a much longer period, and shorter spacing stations, (which are typically excluded in seismic
interferometry) could be included using the spatial autocorrelation (SPAC) method (Fig. 2). The combined use of
the two methods makes it possible to conduct a tomographic study in the Ulaanbaatar region.

FigureFig. 1. Measured Rayleigh and Love wave phase and groupvelocities for all station pairs, (a) Rayleigh wave, (b) Love wave.

Fig. 2. The comparison between
the SPAC results and seismic
interferometry results .

Institute of Astronomy and Geophysics of Mongolian Academy of Science
The Institute of Astronomy and Geophysics (IAG) of the Mongolian
Academy of Science (MAS) was established in 1957. The IAG is the only
organization that conducts geomagnetic and seismological studies under
the government budget. It also closely collaborates with the National
Emergency Management Agency and National Security Council with its
main duty that provides emergency information about earthquake
occurrence.

2

Strong Motion Estimation in Costa Rica at Specific Sites Using
Spectral Inversion Method
1.6cm

Your
Photo

Nathalie Yoliana CHAVARRÍA ESQUIVEL
Costa Rican Electricity Institute, COSTA RICA
E-mail : natyoli90@gmail.com

Toshiaki YOKOI (Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute,
JAPAN

Determination of site effect at different stations as a way to secure lifeline
facilities
The complex tectonic setting of Costa Rica implies the necessity of a real seismic hazard scenario
characterization for lifeline facilities and the country. In this paper, one of the conventional spectral inversion
techniques is applied to strong ground motion records obtained at important facilities including powerhouses
distributed over the country, with the purpose of separate the site effect, the source spectra, and the path effect.
To assure the quality of the results, the broadband station JTS of IRIS/IDA is also incorporated. A first consistency
check was established to assure the appropriateness of the input data using the individual site effects. Onceinversion was performed using the reference events and a depurated database, the frequency-dependenti2
qualityfactor 𝑄 179𝑓 .
was obtained for the northern and central part of Costa Rica, along with the source spectra
and the individual site effect (Fig. 1). A second consistency check was performed to assure the results usingsynthetic acceleration spectra in comparison with the real observed ones.
Based on the results of the inversion, synthetic acceleration amplitude spectra for the 2012 Sámara earthquake of
Mw 7.6 at specific sites were calculated and could be consistent with the intensity anomaly observed during thisearthquake (Fig. 2). This method of reproduction may allow us to estimate acceleration spectra of major
earthquakes, and to develop a proper seismic hazard analysis of the country. Recommendations are given basedon the lessons obtained during the analysis to better and reinforce the strong motion observation of the Costa
Rican Electricity Institute (ICE).

FigureFig. 1. Site effect of the strong motion stations,normalized by PPA8 (rock site station).

Fig. 2. (left) Anomalous intensity distribution (modified from
RSN, 2012) and (right) synthetic spectra at Poás station forthe 7.6 Mw 2012 Sámara earthquake .

Costa Rican Electricity Institute

The Costa Rican Electricity Institute (ICE) is a public institution created in1949 to provide electricity to the entire country. ICE uses hydroelectric,
geothermal, wind, and solar sources to produce energy. Today, ICE
provides electricity to 99% of Costa Rica’s territory, obtained from 100%
renewable energy most days of the year. To secure the inversion given
by ICE, in 1973 the Seismology and Volcanic Auscultation and threats
department was created, and from 1975 became a member of the
National Seismological Network of Costa Rica (RSN UCR-ICE).

3Strong Ground Motion Simulation of
the 2019 Java, Indonesia, Earthquake (Mw 6.9)
Using Empirical Green’s Function Method
Ardian Yudhi Octantyo
Agency for Meteorology, Climatology and Geophysics, REPUBLIC OF INDONESIA
E-mail : yudhi.octantyo@gmail.com

Hiroe MIYAKE (Supervisor)
Earthquake Research Institute, University of Tokyo, JAPANToshiaki YOKOI (Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute, JAPANThrough the adjustment of the scaling parameters, adequate synthetizedwaveform of the large intraslab earthquake can be achieved using plateboundary earthquake records
This study estimated strong motion generation area parameters and simulated the strong ground motion of the 2August 2019 (Mw 6.9) intraslab earthquake and a hypothetical plate boundary earthquake (Mw 8.7) using thestrong motion records of the 11 August 2019 (Mw 5.1) plate boundary earthquake with the empirical Green’s
function method. We first estimated the strong motion generation area that reproduced the strong ground motion
during the Mw 6.9 intraslab earthquake and conducted a rough estimation of the scaling parameters to see theimpact of these parameters on the performance of the synthetic waveform reproduction. We also adjusted thestress drop ratio parameter (C) for some station records, which is sensitive to waveform amplitude. Adequate
synthetized waveform for the estimated strong motion generation area can be achieved for acceleration, velocity,and displacement pulses (Fig. 1).
We then modeled the strong motion generation area of the Mw 8.7 hypothetical plate boundary earthquake using
the Mw 5.1 plate boundary earthquake and the Mw 6.9 intraslab earthquake as the element events (Fig. 2). The
estimated peak ground acceleration values from the empirical Green’s function simulation were compared withthe conventional ground motion prediction equation. The comparison provided a simulated acceleration level
excited by a hypothetical Mw 8.7 that may occur in the future. The variability of simulated ground motion in termsof methods, source type as the element event, and rupture directivity effect was confirmed.

FiguresFig. 1. Ground motion simulation results of theMw 6.9 intraslab earthquake using the Mw 5.1
plate boundary earthquake at CLJO station(EW component).

Fig. 2. Strong motion generation area estimated tosimulate the Mw 8.7 hypothetical plate boundary
earthquake using the Mw 5.1 plate boundary
earthquake and the Mw 6.9 intraslab earthquake as
the element events.

Agency for Meteorology, Climatology and Geophysics (BMKG)The Agency for Meteorology, Climatology and Geophysics is a government
institution that carries out government tasks in the fields of Meteorology,
Climatology, Air Quality and Geophysics in accordance with the provisions of theapplicable laws.

4i4

Detail Seismic Performance Evaluation of a Twelve (12) Storied
Official Building in Dhaka and Suitable Retrofitting Technique
Rajib Kanti BISWASAssistant Engineer, Public Works Department, BANGLADESH
E-mail : rajib_kanti_biswas@yahoo.com

Matsutaro SEKI* and Yosuke NAKAJIMA** (Supervisor)*Visiting Research Fellow, International Institute of Seismology and Earthquake Engineering, Building
Research Institute, JAPAN**Principal Engineer, Engineering and Risk Service (ERS), JAPANThe detail seismic evaluation is a more rational and practical one toevaluate the seismic performance of the building.
The main purpose of this study is the evaluation of the seismic performance of the existing RC building situated in
Dhaka and constructed before the establishment of the National building code, 1993. Currently, Bangladesh
National Building Code (BNBC) is being updated. Significance changes in seismic provisions have been brought.
Therefore, it is necessary to evaluate seismic performance and the strengthening of old buildings to keepcompatibility with the requirement of updated building code. This study compares the seismic evaluation results ofbuilding by the 2nd level screening method of Japan Building Disaster Prevention Association (JBDPA), 2001, anddetail seismic evaluation method and suggests a suitable retrofit technique. The JBDPA, 2001 standard mainly
targets weak-column and applies for low to mid-rise buildings. Therefore, it provides inaccurate results for weakbeam building. On the other hand, the concept of detail seismic evaluation method is based on both the Japaneseand the American seismic evaluation method. This method can evaluate the actual behaviors of weak-beambuildings during earthquake events. To evaluate the seismic performance of the building by detail seismic
evaluation method, non-linear static pushover analysis was performed according to ATC 40, 1996 / FEMA 273,
1997 /356, 2000 /440, 2005 and ASCE 41, 2013. The damage distribution and sequence of the collapse of thebuilding were observed. It was found that detail seismic evaluation method provided most rational and practicalresults rather than 2nd level screening method of JBDPA, 2001 from the viewpoint of seismic evaluation of thebuilding due to the target building was found to be weak-beam and high-rise building. Furthermore, the required
strength for retrofit was easily estimated by this method. The new shear wall for retrofit proved to be effective inincreasing the necessary seismic capacity of the building.

FigureAfter Retrofit

Spectral Acceleration,
Sa

RC

R∆C

CC

0.1

Before Retrofit
F(X-Direction)
IS0 = 0.213 > IS = 0.127
Judgement: Unsafe
CPIS = 0.0385 ✕ 3.308 = 0.127

0.2

CPC = 0.0385

Initial Stiffness

YPCP

CPF = 254.7/76.99 = 3.308

0.0

RF F

0

Fig. 1. The calculation procedure of required strength
for retrofit. RIS0 is Newly defined based on structural
type after retrofit. RF, new ductility index is consideredwhich will be less than the existing F value.

200
400
Spectral displacement, Sd

Fig. 2. Evaluation by detail seismic evaluation (Xdirection). The seismic index of the structure is foundto be 0.127, which is less than seismic demand(0.213). Therefore, it is judged that this building does
not have the adequate seismic capacity.

Public Works Department (PWD), Bangladesh
Public Works Department (PWD), under the Ministry of Housing andPublic Works, is the pioneer government organization for designing,
construction & regulating buildings in Bangladesh. Over about two
centuries, PWD could successfully keep up the country's infrastructuredevelopment trend and standard. Currently, PWD involves various
projects related to earthquake disaster management, especially in retrofit
buildings.

5

Seismic Evaluation and Retrofitting of Traditional
Bhutanese Residential HousePEMA
Division for Conservation of Heritage Sites, Department of Culture, Ministry of Home and Cultural
Affairs, BHUTAN
E-mail : pema0789@gmail.com

Takayoshi AOKI (Supervisor)
Nagoya City University, JAPANThe first of its kind conventional fragility curves are developed based on
capacity curves derived experimentally for traditional Bhutanese houses.
Traditional stone masonry houses form an integral part of the unique landscape of Bhutan. Unfortunately, thesestructures are highly vulnerable to seismic activities, but only limited research works for the vernacular masonry
constructions. Thus, this paper explicitly deals with the development of seismic technology to strengthen suchrandom rubble masonry structures in mud and cement mortars. This study’s basis is the full-scale quasi-static test
conducted on two-storied residential houses designed based on a representative sampling of traditional houses
for unreinforced and retrofitted types. The proposed seismic intervention is the mesh-wrap retrofitting technique.
There are three components in this research study: (i) Three phases of seismic evaluation of random rubble
masonry, i.e., specification code, allowable unit stress calculation, and horizontal load-carrying capacity; (ii)Experimental campaigns and FE-based numerical simulations and (iii) Seismic fragility assessment with
development of experimental based fragility curves based on capacity spectrum method. Firstly, the seismic
evaluation helps in easy assessment and judgment of the seismic capacity, employing simple hand calculations
without using a sophisticated analysis tool. Secondly, the full-scale quasi-static test reveals that the proposed
mesh-wrap retrofitting technique effectively increases the seismic capacity of such structures, i.e., 1.58 times thebase shear of conventional (unreinforced) structures. We developed a Finite Element based numerical models
and conducted non-linear pushover analyses. The FE-numerical model was capable of simulating the structural
response similar to the experimental campaign. Thirdly, the developed fragility curves are first of its kind for stone
masonry houses of Bhutan, with a clear definition of limits states.

FiguresFig. 1. Schematic full-scale quasi-static test setup (left) andExperimental capacity curves in terms of base shear (kN) and top
storey drift (%) for Unreinforced rubble Stone Masonry in Cement
mortar (USMC),Retrofitted rubble Stone Masonry in Cement
mortar (RSMC) and Retrofitted rubble Stone Masonry in Mudmortar (RSMM) in blue, red and black lines respectively (right).

Fig. 2. Fragility curve of USMC house. Eachdotted lines corresponds to limit states:
Immediate Occupancy (IO), Life Safety (LS)and Collapse prevention (CP). Similar curves
are also developed for RSMC and RSMM
structures.

Department of Culture, Ministry of Home and Cultural Affairs
The Department of Culture is a government entity responsible for thesustenance of cultural heritage and Bhutan's cultural landscape for thepresent and future generations, amongst other mandates. It places
importance on integrating cultural heritage into all areas of national
development. “A nation stays alive when its culture stays alive”. Pleaserefer to http://www.departmentofculture.gov.bt for more details.

6Proposal of Ground Motion Prediction Equation (GMPE) for
Chilean Ground Motion Records and Its Application
Victor Pablo DIAZ GOMEZ
Ministry of Publics Works, Structural Projects Department, Chile
E-mail : vpd.ingenieria@gmail.com

Shojiro KATAOKA (Supervisor)
National Institute for Land and Infrastructure Management, JAPANA Japanese Ground Motion Prediction Equation modified by Chilean
records, has a correct correlation with Chilean Earthquakes.
After the 2010 Chilean Earthquake, buildings design code was upgraded in topics related to spectrum design and soil
classification. However, the bridge's design code keeps the same spectrum design and the same soil classification. Therefore,
it is necessary to analyze it. The main target of this research is to propose a Ground Motion Prediction Equation (GMPE), topredict seismic intensity in different locations in Chile, and analyze current spectrum design for bridges. Due to a short timeof research, I use an existing GMPE given by Dr. KATAOKA Shojiro from NILIM. This equation was developed in Japan;
therefore, it is based on Japanese soil classification and its natural period. The current soil classification in Chile inside thebridges’ code, is not depending on the natural period of the soil. Therefore, it is necessary to create a database with thismodification or correlation to be able to use this GMPE in Chile. The essential information will be obtained from thenational seismic network supervised by the University of Chile. The activities in this research are: (a) Create a database witha natural period of soil for each seismic station in Chile. For this, I will obtain acceleration records from the seismic stationin Chile. In addition, I will get all the input information to use GMPE (the type of soil, the depth of hypocenter, and theshortest distance from the seismic station to the rupture area). (b) Find the modification factor for the equation using thegeometric mean value of the spectrum ratio (acceleration spectrum over the predicted acceleration spectrum). The geometricmean value must trend to 1. (c) Validate GMPE Modified with Chilean accelerometers records for earthquakes with seismic
intensity between 5.0 Mw and 8.8 Mw. (d) Use this modified equation in some study cases, and (e) Analyze the current
spectrum design of the Road Manual in Chile. The results show that the GMPE Modified geometric mean value trend to one
and develop a correct correlation with Chilean Acceleration Records.

FigureFigureFigureFig. 1. GMPE Modified curve for soil type I and
depth equal to 21 km magnitude 6 Mw, 7 Mw,
8 Mw and 9 Mw. Dots are Chilean acceleration
records in Mw.

Fig. 2. GMPE Modified Acceleration Response
Spectrum comparing with Road Manual (MC). X is the
hypocenter distance. The current spectrum design
must be upgrade and increase the acceleration peak.

Ministry of Publics Works
The Ministry of Public Works (MOP) is the cabinet-level administrative
office in charge of planning, studying, designing and constructing as well
as repairing, maintaining and operating public infrastructure in Chile.
Its work embraces roads, highways, bridges, tunnels, airports andairfields. It is also responsible for the management, distribution, use andconservation of all water resources within the country.

7

Evaluation and Retrofitting of a Historic
Adobe Masonry Building
1.6cm

Your
Photo

William Alexander RAMOS HERNANDEZ
Department of Built Cultural Heritage, Ministry of Culture, EL SALVADOR
E-mail : willalexra@hotmail.com

Shunsuke SUGANO (Supervisor)
Professor Emeritus, Hiroshima University, and Visiting Research Fellow, International Institute of
Seismology and Earthquake Engineering, Building Research Institute, JAPAN

Overlay walls, a technique widely used in Japan to retrofit RC structures,
can improve the seismic capacity of a real Adobe Masonry Building.
Most old buildings in El Salvador are made out of adobe, a type of earth masonry that is built using
traditional techniques. Their architectural beauty and their ancient origins are why they are considered Cultural
Heritage. But there is a problem: They are extremely weak against earthquakes. After several devastating
earthquakes, people understood the importance of seismic retrofitting. However, adobe is a non-engineeredmaterial, and thus, there are too few studies of its seismic behavior and almost no studies regarding its retrofitting.
This study was conducted to find the best retrofitting solution for adobe buildings. A 150-years-old historic adobebuilding was evaluated, and three retrofitting alternatives were selected: Polypropylene band wrapping,
Reinforced Concrete (RC) wall affixing, and RC frame affixing. Three analysis methods were used to determine
the seismic performance of each alternative: Seismic Index (Is), capacity spectrum method, and response history
analysis. Finally, two levels of seismic demand were used: A high level, taken from the Salvadorian Seismic Code,and a lower level, taken from a Probabilistic Seismic Hazard Analysis. Each retrofitting alternative was compared,by their seismic performance, the amount of material needed, and their impact on the historic value of the building.
The Polypropylene band wrapping solution was not enough for a building which was very fragile and located at asite with high seismicity. The RC frame affixing solution worked, but it requires partial demolition works andcauses extensive cracking on the walls. Finally, the Backside wall affixing technique provided the right balance
between its impact on the historic value of the building and seismic performance, while presenting a failure modethat protects the walls from damage. Therefore, this is the best solution to retrofit the target building.

FigureFig. 2. Capacity curves of all the retrofitting
techniques and the original building in the N-S
direction. The high demand spectrum and the demandline are shown.

Fig. 1. Flowchart with the evaluation process for eachretrofitting solution.

Ministry of Culture, El Salvador
The Ministry of Culture (MICULTURA), established in 1991, is theinstitution that guarantees the conservation, promotion and disseminationof culture in El Salvador. It is the only institution in the national
government in charge of the conservation of Historic Buildings, throughits Department of Built Heritage (DPCE).

Example8Seismic Evaluation and Retrofitting of Existing Reinforced
Concrete Buildings in Myanmar
Nwet Nwet Yi
Ministry of Transport and Communications, Department of Meteorology and Hydrology, Myanmar
E-mail : nwetnwetyi90@gmail.com
Tatsuya AZUHATA (Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute,JAPAN

Installing RC Shear Walls and RC Column Jacketing are appropriate
retrofitting methods in Myanmar
Myanmar is an earthquake-prone country. In this study, hazard maps were initially used to implement anearthquake disaster mitigation strategy. Two cities, in particular, Mandalay and Yangon, were selected toinvestigate the hazard risk of buildings in the high and low seismic zones. A three-story reinforced concrete (RC)building with brick walls was evaluated by the Japan Building Disaster Prevention Association (JBDPA) standard
and the Capacity Spectrum Method (CSM). The Standard Japanese guide has three seismic screening levels: thefirst, second, and third. These three levels were used for the seismic evaluation and verification of seismic
retrofitting of existing low-rise and medium-rise RC buildings. The CSM is used to analyze the maximum responseof a structure under an earthquake ground motion. In this study, the first and second screening levels were used
to check the building's seismic capacity. The building was analyzed again by the CSM using the STERA 3D
program. After evaluating the target building with the JBDPA standard and the CSM, the target building did notmeet requirements. Two simple retrofitting methods, RC column jacketing and RC shear wall, were applied inorder to retrofit the target building. After construction of a small number of RC shear walls and increasing the sizeof selected columns on the 1st story, the building could be designated safe, even in a very high seismic zone. The
results showed that we could obtain satisfactory earthquake-resistant buildings. Therefore, the Japanese seismic
evaluation and retrofitting methods can be adopted in Myanmar to evaluate and upgrade the seismic performanceof the existing RC building.

Figure4

Before retrofit (Second Level Screening)

Story

3
2

Iso

1

Is (X-direction)
Is (Y-direction)

0
0

4

0.2

0.4

0.6

Is and Iso

0.8

1

1.2

1

1.2

After retrofit (Second Level Screening)

Story

3
2

Iso
Is (X-direction)

1

Is (Y-direction)

00

Fig.1. Front elevation and the first floor’s plan of thetarget building. The blue lines in the plan show
shear walls for retrofit.

0.2

0.4

0.6

Is and Iso

0.8

Fig.2. Comparison of Is (capacity) with Iso (demand)
before and after retrofit

Department of Meteorology and Hydrology (DMH)
The Department of Meteorology and Hydrology (DMH) is under the
Ministry of Transport and Communications. The DMH aims to takeprecautionary measures against and diminish the effect of natural
disasters, to promote safety, comfort, and efficiency of air, land, sea, andwater transportations, to promote agriculture and food production, toensure efficient operation, development of activities in defense, health,social welfare and all sectors of the national economy, and to bringsustainable development of natural resources.

9

Seismic Performance Evaluation for Continuous Useof an Existing Bridge in Nepal
1.6cm

Amit Kumar VARMA

Your
Photo

Tatsuya AZUHATA (Supervisor)

Highway Engineer, Road Division, Palpa, Department of Roads, Kathmandu, Nepal
E-mail : akv.osm@gmail.com
International Institute of Seismology and Earthquake Engineering, Building Research Institute,JAPAN

For the continuous use of an existing bridge designed under the old IRC
codes, the structure should be retrofitted with steel jacketing.
Road network is still the primary transportation system in Nepal, and bridges are the most sensitive part of thatsystem. Most of the bridges were constructed about 40-50 years ago based on the design life of 50 years andtraffic forecast for 30 years. The design was based on an allowable stress method as per Indian Road Congress(IRC) guidelines. In those codes, a small value of seismic design force was considered, and also there was noprovision for shear design of a compression member. The effective design life of these structures is coming to an
end. After the 2015 earthquake, there is an earnest need for seismic evaluation to propose some retrofitting
techniques for the continuous use of existing bridge structures in Nepal.
The structure was evaluated separately for the allowable stress method and ultimate capacity method as per therevised code. The seismic performance of the bridge was then estimated with the Capacity Spectrum Method andthe Response History Analysis. These analyses imply that the structure has enough capacity to meet the seismic
demand as per the revised code or when the double lane standard deck replaces the existing one. Though thepier had a high capacity, the pounding occurred in the longitudinal direction. As the abutment restricted the
movement, the damage is concentrated on the superstructure rather than the pier. The shear failure occurred in
the transverse direction, which is not accepted for safety purposes. Therefore, the structure should be retrofitted
to increase its shear capacity. For this purpose, steel jacketing was proposed for the continuous use of an existing
structure as it is a very suitable method for developing countries such as Nepal.

FigureFigureFigureFig. 1. The target bridge structure with theexisting and newly proposed superstructure.

Fig. 2. Capacity curve versus demand spectrum forthe existing and new superstructure.

Road Division, Palpa, Department of Roads (DoR), Kathmandu, Nepal

ExampleRoad Division, Palpa is one of the divisional office under the DoR. The
main objective is to develop, expand, and strengthen the road network ina sustainable way for enhancing the overall socio-economic development.
The major responsibilities are planning, designing, procurement,
construction, maintenance and supervision of national highways andbridges.

10

Earthquake Performance Evaluation of Typical Bridge Structureswith Seismic Isolation and Soil Structure Interaction in thePhilippines
Joseph Christopher A. OROPEL
Department of Public Works and Highways, Bureau of Design, PHILIPPINES
E-mail : josephoropel@gmail.com

Tatsuya AZUHATA (Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute,JAPAN

Lead rubber bearing (LRB) exclusively functioned towards rigid structureswith either fixed supports or pile foundations.
The current seismic code for bridges in the Philippines, Bridge Seismic Design Specifications (BSDS), adopts
concepts from the American Association of State Highway and Transportation Officials’ (AASHTO) Load andResistance Factor Design (LRFD) Bridge Design Specifications, 2012. It utilizes the Force-Based Design (FBD)
approach, which has been applied in bridge seismic design since the 1990 Luzon Earthquake. However, AASHTO
recently recommends the use of Displacement-Based Design (DBD) as an alternative approach in defining
seismic performance levels. This approach utilizes displacement as the main parameter to establish seismic
performance, predicting damage states more accurately. The study attempts to adopt the DBD method concept toinvestigate the effects of seismic isolation and soil-structure interaction (SSI) towards typical bridge structures in
the Philippines. The approach for evaluating the structure’s limit state and seismic performance was conductedfollowing the provisions of the Japan Road Association Specifications for Highway Bridges (JRASHB), 2012. The
application of isolation bearings on structures with distinctive natural periods was evaluated based on its effectivity
and applicability. The seismic isolation bearing, lead rubber bearing (LRB), exclusively functioned when applied torigid structures incorporating either fixed support or pile foundation conditions. Moreover, earthquake response
analysis was also performed to analyze its influence on the structure to develop a more accurate representation ofits seismic response. Furthermore, the effects of the individual and combined contribution from the parameters
were evaluated on its significance in affecting seismic performance.

Figures
141500 NB vs. LRB
Sa-Sd h =5%
Sa-Sd h =10.9%
1500 LRB
1500 NB

12
Sa (g)

108
6

Figure4200Fig. 1. Multi degree of freedom system of thebridge considering soil-structure interaction
and seismic isolation.

0.2

0.4

0.6
Sd (m)

0.8

1

1.2

Fig. 2. Capacity Curve vs Demand Spectrum of the1500-F-NB and 1500-F-LRB models along thelongitudinal direction.

Department of Public Works and Highways
The Department of Public Works and Highways functions as the engineering andconstruction arm of the Government to continuously develop its technology for the
purpose of ensuring the safety of all infrastructure facilities and securing for all
public works at the highest efficiency and quality in construction. DPWH is currently
responsible for the planning, design, construction and maintenance of infrastructure,especially the national highways, flood control and water resources development
system, and other public works in accordance with national development objectives.

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Tsunami Modeling of the Anak Krakatau Volcano for
Development of Tsunami Warning System in the Sunda Strait
1.6cm

Arif NUROKHIM

Your
Photo

Yushiro FUJII*, Hideaki YANAGISAWA** , Bunichiro SHIBAZAKI* (Supervisor)

Agency for Meteorology Climatology and Geophysics (BMKG), INDONESIA
E-mail : nur_arrohim@yahoo.co.id* International Institute of Seismology and Earthquake Engineering, Building Research Institute,JAPAN** Department of Regional Design, Faculty of Liberal Arts, Tohoku Gakuin University, JAPANSea level sensors evaluation is expected to provide important consideration fora development of the tsunami warning system for non-tectonic tsunami sources.
A tsunami caused by the Anak Krakatau volcano on 22 December 2018 resulted in significant casualties andproperty losses. Using the simplified landslide source models, we validated tsunami modellings by comparing theobserved tsunami waveforms at four tide gauges and measured tsunami heights from field surveys with thecalculated ones. We also conducted sensitivity tests changing the source parameters and tsunami simulation
settings. For the 2018 tsunami event, observed waveforms at tide gauges were almost reproduced in terms ofinitial wave arrival times and its amplitudes, although those at the tide gauges in Sumatra were not so well
reproduced in terms of the wave period. We calculated correlation indexes to quantitatively evaluate thesimulation results, and found that the calculated tsunami heights are almost half of the observed ones (Fig. 1).
In addition to the 2018 event, we assumed two future scenarios of landslide to the directions ofnorth and southeast from the geological activities of Anak Krakatau. Tsunami height simulations for the three
events were conducted to evaluate the potential tsunami hazard. Then, we identified that Labuhan and Carita
beaches in Banten, and the Kalianda beach area, southern Lampung have the most significant potential to be hit
by tsunamis with the heights of 2.5 - 6 m.
We also calculated the first-wave arrival time differences between the ocean bottom pressuregauge (OBPG) near Anak Krakatau and nine tide gauges at the coast along the Sunda Strait. The results showthat there are the leading times of 15 - 20 min for evacuation after the tsunami warning issued according to thedetection of the first wave at OBPG (Fig. 2). The evaluation of these sensors is expected to provide importantconsideration for a development of the tsunami warning system for non-tectonic tsunami sources.

FigureOBPG
Bakaheuni
Kota Agung
Panjang

Amplitude (m)2SebesiCiwandan
Merak

SerangLabuhan
Ujungkulon

1
0
‐1 1

2

3

4 5678 9

10‐2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80

Time (min)Fig. 1. Locations of sensors and comparison of
measured tsunami heights (red and blue circles) andcalculated ones (blue bars) for the 2018 tsunami.

Fig. 2. Tsunami waveforms calculated at OBPG and tidegauges for the 2018 event. The numbers in red show the
first arrival times of initial waves.

Indonesian Agency for Meteorology Climatology and Geophysics (BMKG)BMKG is a non-departmental government agency that carries out
government tasks in the fields of Meteorology, Climatology, Air Quality
and Geophysics in order to support public safety and the success ofnational development, and plays an active role at the international level.
Indonesia Tsunami Early Warning System at BMKG is tasked with
providing earthquake information and tsunami early warnings on anational scale, ASEAN and to countries around the Indian Ocean.

12