㛵す㐨㊰◊✲ 㐨㊰ᶫㄪᰝ◊✲ጤဨㅮ₇㻌 㻌 㻌 㻌 㻌 㻌 ᖹᡂ䠎䠒ᖺ䠍᭶䠎䠏᪥ ৯ઃ ؝ڭमगीप ؝ڮஷঔॽॱজথॢभ ؝گଶᅡपి৷घॊञीपम ؝ڰઞइॊঔॽॱজথॢभा ி㒔ᏛᏛ㝔ᕤᏛ◊✲⛉ ♫ᇶ┙ᕤᏛᑓᨷ 㔠㻌 ဴభ ؝ڱऽधी [email protected] 2 http://strmech.kuciv.kyoto-u.ac.jp/bhm_web ᵓ㐀࣊ࣝࢫࣔࢽࢱࣜࣥࢢ㸦6+0㸧ࡢ⫼ᬒ ᵓ㐀࣊ࣝࢫࣔࢽࢱࣜࣥࢢ㸦6+0㸧ࡢ⫼ᬒ y ♫ᇶ┙タ䛾⪁ᕦ䠖㻌 㻌 㻌 㻌 㻌 㻌 㻌 ᪤Ꮡ䜲䞁䝣䝷䛾㣗䛔䛴䜆䛧௦ 䛣䛾䜘䛖䛺≧ἣ䛾୰䛷䚸 y ᪤Ꮡ䛾♫㈨ᮏ䝇䝖䝑䜽䜢ᑗ᮶䛻䜟䛯䜚ฟ᮶䜛 㝈䜚ᑡ䛺䛔㈇ᢸ䛷⥔ᣢ䛧ಖ䛩䜛䛣䛸 • ⮬↛⅏ᐖ䛾ከⓎ䠖ᆅ㟈䞉ྎ㢼 • 䝇䝖䝑䜽䛾㞟୰ᩚഛ䠖60, 70ᖺ௦䛻㞟୰ • పᡂ㛗௦䞉ᑡᏊ㧗㱋䠖 㻌 㻌 㻌 㻌 㻌 㻌 ㈈ᨻ䛾ᝏ䞉ᑓ㛛ᐙ䛾㊊ • タィάⲴ㔜䛾ᘬ䛝ୖ䛢䠖20tfЍ25tf 4 3 ᑗ᮶䛻䜟䛯䛳䛶ᕷẸ⏕ά䜔⤒῭άື䛾 䝺䝧䝹䜢⥔ᣢ䛩䜛䛯䜑䛾ᚲ㡲᮲௳ ᵓ㐀࣊ࣝࢫࣔࢽࢱࣜࣥࢢࡢ┠ⓗ ᵓ㐀࣊ࣝࢫࣔࢽࢱࣜࣥࢢࡢᮇᚅ ᵓ㐀≀ࡢ≧ែࡢデ᩿ண 㸸 ィ 䝕䞊䝍䛛䜙ᵓ㐀≀䛾≧ែ䜢᥎ᐃ䞉ホ౯䠗タィ䜈䛾 䝣䜱䞊䝗䝞䝑䜽䠊 y ᖖࡢᗘ࠾ࡼࡧ⅏ᐖ࠾ࡅࡿ ࣥࣇࣛࡢᦆയᗘࢆ༶ᢕᥱ㸦⌮㸽㸧 ¾ デ᩿㸦Diagnosis㸧: ᦆയࡢ᭷↓㸦DAMAGE DETECTION㸧 ᦆയࡢ⨨㸦DAMAGE LOCALIZATION㸧 ᦆയࡢ⛬ᗘ㸦ASSESSMENT㸧 ᭱㐺࡞㒔ᕷ⎔ቃ⥔ᣢ ᭱㐺࡞⿵ಟィ⏬ 㸰ḟ⿕ᐖ⤒῭ᦆኻࡢ᭱ᑠ㝈 ⥲ྜุ᩿ࡼࡿ᭱㐺࡞⅏ᐖᑐᛂ y ┠どⅬ᳨ࡢ㝈⏺ࢆ⿵㸦⌧ᐇ㸽㸧 ¾ ண 㸦Prognosis㸧: వᑑホ౯㸦PREDICTION㸧 6 5 Ⅼ᳨ࡢྜ⌮ ぢ࠼࡞࠸ᦆയ ᵓ㐀࣊ࣝࢫࣔࢽࢱࣜࣥࢢࡢᡭἲ ᵓ㐀࣊ࣝࢫࣔࢽࢱࣜࣥࢢ㸸ຍ つ๎ືຍἲ䠖೫ᚰᅇ㌿㔜㔞ᘧ㉳ᶵ;㔜㗽⛣ືᘧ㉳ᶵ; • 㠀◚ቯ᳨ᰝ etc. 㻌 㻌 㻌 ᡴ㡢ἲ;㻌 ㉥እ⥺ἲ;㻌 X⥺ἲ;㻌 㟁☢Ἴἲ;㻌 ㉸㡢Ἴἲ; etc. つ๎ືຍἲ䠖ึᮇኚຍἲ䠗⛣ືⲴ㔜㉮⾜ἲ䠗⾪ᧁ ຍἲ䠗ᖖᚤືἲ䠗etc. - ࿘Ἴᩘ㡿ᇦ㸸Ṕྐࡣྂࡃ㸪ᙉไືᐇ㦂ࡸᚤືࡢィ ࡽ᥎ᐃ - ィ ࢹ࣮ࢱࡢ୍ᣓฎ⌮᪉ἲ 㛫㡿ᇦ㸸㸯㸷㸴㸮ᖺ௦௨㝆 ᚋࡶᗈࡀࡿ㸟 ᥎ᐃ࠾ࡅࡿ᭱㐺ၥ㢟㸸᭱ᑠἲ㸹Neural Network㸹Genetic Algorithm㸹etc. 7 - ᖖᚤືἲ: • ᶫᱱ࿘㎶䛾⮬↛㢼䜔ᖖ䛾ᆅ┙ ື䛺䛹䛻䜘䛳䛶Ⓨ⏕䛩䜛ᚤᑠ䛺䝷 䞁䝎䝮ື䜢⏝. • ྞᙧᘧᶫᱱ䛺䛹ᦂ䜜䜔䛩䛔ᶫᱱᙧ ᘧ䛻. • ືᖜ䛜ᑠ䛥䛔 ᐃ⤖ᯝ䛾 ᖜ౫Ꮡᛶ䛺䛹䜢⪃៖䛩䜛ᚲせ. ⛣ືⲴ㔜㉮⾜ἲ䠖 • ヨ㦂㌴୧䜔୍⯡㌴୧䠄ᡈ䛿ே䠅 䛜ᶫᱱୖ䜢⛣ື䛧䛶䝷䞁䝎䝮䛺 እຊ䛻㻌 䜘䛳䛶ື䛥䛫䜛. • ᑠᨭ㛫ᶫᱱ䛛䜙㛗ᶫ䜎䛷ᛂ⏝ ⠊ᅖ䛿ᗈ䛔䠊 • ㌴୧䛸ᶫᱱ䛾㐃ᡂື䛾ᙳ㡪䛺 䛹䜢⪃៖䛩䜛ᚲせ. 8 • 䝅䝇䝔䝮ྠᐃ⌮ㄽ䛻䜘䜛ᵓ㐀≀ື≉ᛶ䛾ྠᐃ ື䝰䝙䝍䝸䞁䜾䛾ᴫᛕ ᵓ㐀࣊ࣝࢫࣔࢽࢱࣜࣥࢢࡢ⪃࠼᪉ 㻌 㻌 ᦆയ ಙྕ System ಙྕ デ᩿ ຍ వᑑண System ಙྕ ಙྕ System PSD 䝰䝕䝹䜰䝑䝥䝕䞊䝖 䝰䝕䝹సᡂ ᑗ᮶䛾㍕ຍ≧ἣ䞉⎔ቃ䛾ண 9 10 Frequency f䠖ືᩘ k䠖๛ᛶ m䠖㉁㔞 ື䝰䝙䝍䝸䞁䜾䛾ᴫᛕ ື䝰䝙䝍䝸䞁䜾䛾ᴫᛕ 㧗䛔ືᩘ䜢ᣢ䛴ᵓ㐀≀䠖 ኚ䛜䜟䛛䜚䜔䛩䛔䠛 11 ప䛔ືᩘ䜢ᣢ䛴ᵓ㐀≀䠖 ኚ䛜䜟䛛䜚䛻䛟䛔䠛 12 ຍ ຍ 䜅䛴䛖䛻ື䝦䝹䝇䝰䝙䝍䝸䞁䜾䜢䛖䛯䜑䛻䛿 PSD ᦆയ⨨᥎ᐃ • 㧗䛔ືᩘ䛻╔┠ • ᦆയ⨨᥎ᐃ䛻䛿㔞䛾䝉䞁䝃䞊 Frequency PSD ᶫᱱ䜈䛾㐺⏝䛻䛚䛡䜛ၥ䠖 • 㧗䛟䛺䛔ᶫᱱయ⣔䛾ືᩘ㻌 㻌 10Hzࠥ1Hz Frequency 㻌 䠄䝇䝟䞁10mࠥ100mᶫᱱ䛾᭤䛢1ḟື䠅 ᒁ㒊䜎䛷ィ䜜䜀ᦆയ⨨䜒 13 䜟䛛䜛䚹 Frequency • ຍ䛿䠛 ୰ᑠ䝇䝟䞁ᶫᱱ䛾ຍ 㒔ྜ䛜䛔䛔䟿 14 PSD • 㔞䛾䝉䞁䝃䞊䛾ᑟධ䠛 䛘䜛ᶫᱱ䝦䝹䝇䝰䝙䝍䝸䞁䜾䛾䛯䜑䛻 ᙺศᢸ Traffics ヲ⣽䛺デ᩿ 䜾䝻䞊䝞䝹䝰䝙䝍䝸䞁䜾 specific investigation 䠄Global BHM䠅 • Lower frequency range • Efforts in deciding physically meaningful mode. Higher frequency range Precise Efforts ヲ⣽䛺デ᩿ specific investigation ␗ᖖ᳨▱䛥䛘䛷䛝䜜䜀 Earthquake 15 ┠どⅬ᳨ ᚲせ䛷䛒䜜䜀 16 Wind 䝻䞊䜹䝹䝰䝙䝍䝸䞁䜾 䠄Local BHM䠅 䛘䜛ᶫᱱ䝦䝹䝇䝰䝙䝍䝸䞁䜾䛾䛯䜑䛻 䛘䜛ᶫᱱ䝦䝹䝇䝰䝙䝍䝸䞁䜾䛾䛯䜑䛻䛿 ␗ᖖ᳨▱䛰䛡䛷䛒䜜 䜀䛭䜒䛭䜒ືᩘ䛻 䛣䛰䜟䜛ᚲせ䛒䜛䠛 䜎䛪䛿 ኚ䜢ᙉㄪ䛷䛝䜛ᣦᶆ 䛜䛒䜜䜀䞉䞉䞉 ྍ⬟䛰䛸ᛮ䛖䟿 17 䛯䛰䛧䚸ᶫᱱ䜈䛾㐺⏝䛻䛿ྠᐃ⤖ ᯝ䛾䜀䜙䛴䛝䜒䛝䛺ၥ㢟䟿 ౪⏝୰䛾୰ᑠ䝇䝟䞁ᶫᱱ䛾ຍ䛸ື ㏻ືୗ䛾౪⏝୰䛾୰ᑠ䝇䝟䞁ᶫᱱ䛾 ᵓ㐀ྠᐃ c.f. ಙྕ LEVEL1䝰䝙䝍䝸䞁䜾 • ㌴୧䠄Ⅼ᳨㌴୧䠅䛾ື䛾䜏 • ᶫ䛾ື䜢ィ䜛ᚲせ䛿䛺䛔䛜䚸ྠᐃ⢭ᗘ䛚䜘䜃ឤᗘ䛜 ప䛟䚸◊✲ẁ㝵䟿 ຍ ㌴୧䠖ධຊ䠄INPUT) 18 • ኚ䛜ศ䛛䜛ᦆയᣦᶆ • ┠どⅬ᳨䛒䜛䛔䛿ヲ⣽Ⅼ᳨ᐇ䛾䛯 䜑䛾ሗ • ⤫ィⓗ䝟䝍䞊䞁ศᯒ䠖⬤ᛶ◚ቯ䜘䜚䛿 ᚎ䚻䛻ᦆയ䜔ຎ䛜㐍䜐 • ౪⏝୰䛾ື䜢⏝ System LEVEL2䝰䝙䝍䝸䞁䜾 ᶫ䛾ື䛾䜏䠖᭱䜒୍⯡ⓗ䟿 ᅇ䛾ヰ㢟 ᶫᱱ䠖䝅䝇䝔䝮 20 19 LEVEL3䝰䝙䝍䝸䞁䜾 • ᶫ䛸㌴୧䠄Ⅼ᳨㌴୧䠅䛾ື䜢ィ 䛩䜛ᚲせ䠊 • ⢭ᗘ䛾䛔䛔ᦆയྠᐃ䛿ྍ⬟䠊 ᣦᶆ䛸䛧䛶䛾⥺ᙧ䝅䝇䝔䝮ಀᩘ䛾⏝㻌 䛘䜛ᶫᱱື䝦䝹䝇䝰䝙䝍䝸䞁䜾 䛾䛯䜑䛾ヨ䜏㻌 z ॉඞःृघःঔॽॱজথॢఏ؟३५ ॸभબਯ z ঔॽॱজথॢఏभ৲ଁ؟ੑඞः z ৰଶᅡषभి৷قৰଶംৰୡك ᣦᶆ䛸䛧䛶䛾⥺ᙧ䝅䝇䝔䝮ಀᩘ䛾⏝㻌 22 21 ࿘Ἴᩘ㡿ᇦ ⤫ィⓗ䝟䝍䞊䞁㻌 ື≉ᛶ䛾ྠᐃ䠖䝜䜲䝈䜒䝰䝙䝍䝸䞁䜾 MTS (Mahalanobis-Taguchi System) ᑐ㇟䛾ື≉ᛶ㑅ᐃ䛻ヨ⾜㘒ㄗ MD॑ૻຎखؚ੦ॹेॱشॉপऌःध౮ଞभ૭ચਙ (Example) Get the threshold of Intact data Get MD of unknown data MD > threshold ? 㛫㡿ᇦ YES Regard it as DAMAGE data ⥺ᙧ䝅䝇䝔䝮ಀᩘai䜢⏝䛔䜛䟿 NO Regard it as INTACT data 24 23 MD (Mahalanobis Distance) ઃ੪ଁੑ૬भଁੑ SENSOR LAYOUT Aᶫ䠖BRIDGE A • Steel Warren truss bridge. • Simply-supported. • Span length: 59.2 m; maximum height: 8.2 m; width: 3.6 m (single lane). • Constructed in 1960; Removed in 2012 after the experiment. P1 ᦆയ䝅䝘䝸䜸 Scenario INT ື≉ᛶ䠄ຍ䠖㉮⾜㌴୧䠅 • ⥲㔜㔞2.1䝖䞁䛾䝞䞁 • ㉮⾜㏿ᗘ䠖36-41 km/h Description 䠄䛸䜏䛺䛩䠅 DMG1 䝇䝟䞁୰ኸ䛾ᘬᙇᮦ䜢༙ศษ᩿ DMG2 䝇䝟䞁୰ኸ䛾ᘬᙇᮦ䜢ษ᩿ RCV DMG3 26 25 P2 䝇䝟䞁୰ኸ䛾ᘬᙇᮦ䛾ᦆയ䜢ᪧ 5/8䝇䝟䞁ᘬᙇᮦ䜢ษ᩿ Whole Forced DMG1 (half cut) DMG2 & DMG3 (full cut) DMG1 DMG2 DMG3 28 INT Full cut Æ 27 Half cut Æ Free Bridge vibrations induced by a passing vehicle (ST2) (OP1) Stability criteria •Frequency: fi+n-f < fi < fi+n+f •Damping ratio: i+n- < i < i+n+ •Mode shape: MACl < MAC(i,i+n) n=-ns,…,-1,1,…,ns tolerance: f =0.1 Hz, =1%, MACl =0.95 ࿘Ἴᩘ㡿ᇦ䠖䝢䝑䜽䝢䝑䜻䞁䜾 㛫㡿ᇦ䠖AR䝰䝕䝹䠇 Stabilization Diagram Stability criteria Stability diagram (ST3) ⮬⏤ື䝕䞊䝍䜘䜚ྠᐃ (IP) MAR analysis w.r.t. model order Modal parameters ື≉ᛶ䛾ኚ (OP2) Identifying statistically dominant modes Structural modes f, ͖, ͝ (OP3) (STn: step n; IP: input; OPn: output n) 29 1 30 (ST1) 㛫㡿ᇦືྠᐃ ,17YV'0*؟ঽஷ ⤫ィⓗศᯒ $ $ $ $७থ१ॱشॹشਹ৷ $$$$७থ१ॱشॹشਹ৷ • ㉮⾜ᐇ㦂䛛䜙ᚓ䜙䜜䜛䝃䞁䝥䝹ᩘ㻌 㻌 ᑠ • 䝃䞁䝥䝹ᩘ䜢ேᕤⓗ䛻ቑ䜔䛧䠄Bootstrapἲ ⏝䠅䚸⤫ィⓗศᯒ䠖㛗ᮇ䝰䝙䝍䝸䞁䜾༑ศ䛾 䝃䞁䝥䝹ᩘᮇᚅྍ f1(2.98Hz) INT CV DMG䠎 ဃ؟h1 INT CV DMG䠎 31 ᦆയ䛻䜘䜛 䝟䝍䞊䞁䛾 ኚ CV䠖Cross validation 32 ,17YV'0*؟ঽஷ ,17YV'0*؟ઐৢஷ $$$$७থ१ॱشॹشਹ৷ $$$$७থ१ॱشॹشਹ৷ $ $ $ $७থ१ॱشॹشਹ৷ $$$$७থ१ॱشॹشਹ৷ 0.8 0.6 0.4 0.2 0 -0.2 -0.4 -0.6 -0.8 f2(6.78Hz) INT CV DMG䠎 DI ဃ؟h2 INT CV INT DMG䠎 CV DMG䠎 ᦆയ䛻䜘䜛 䝟䝍䞊䞁䛾 ኚ CV䠖Cross validation 33 ,17YV'0*؟ঽஷ • • • ᦆയ䛻䜘䜛䝟䝍䞊䞁䛾ኚ ື≉ᛶ䛾䜘䛖䛺䝰䞊䝗ู䛾᳨ウ䛿せ䟿 ㏻ື䛾⏝ CV䠖Cross validation 34 ,17YV'0*؟ঽஷ $ $ $ $७থ१ॱشॹشਹ৷ $$$$७থ१ॱشॹشਹ৷ $ $ $ $७থ१ॱشॹشਹ৷ $$$$७থ१ॱشॹشਹ৷ 0.8 0.6 0.4 0.2 0 -0.2 -0.4 -0.6 -0.8 f1(2.98Hz) INT CV DMG䠎 f2(6.78Hz) ဃ؟h1 INT CV INT DMG䠎 CV DMG䠎 ᦆയ䛻䜘䜛 䝟䝍䞊䞁䛾 ኚ CV䠖Cross validation ဃ؟h2 INT CV DMG䠎 ᦆയ䛻䜘䜛 䝟䝍䞊䞁䛾 ኚ 35 CV䠖Cross validation 36 ,17YV'0*؟ઐৢஷ $$$$७থ१ॱشॹشਹ৷ $$$$७থ१ॱشॹشਹ৷ Bଶ؟BRIDGE B Experimental Span Vehicle path Æ A1 P1 43.68 P2 65.52 P3 65.52 P4 65.52 P5 Unit: m P6 65.52 546 P7 65.52 P8 65.52 A2 43.68 65.52 (OHYDWLRQYLHZRIWKHUHDOEULGJH DI INT CV DMG䠎 ᦆയ䛻䜘䜛䝟䝍䞊䞁䛾ኚ ື≉ᛶ䛾䜘䛖䛺䝰䞊䝗ู䛾᳨ウ䛿せ䟿 ㏻ື䛾⏝ • • • CV䠖Cross validation 38 Steel truss cantilever bridge (Gerber truss bridge) 37 ७থ१شଦ઼ ষৰୡ 1000 3500 65.52m 1000 1000 5700 1300 1400 170(kN) 88(kN) Suspended span:43.68m 11.0m 4' D- P5 5XQQLQJWLPHV 6&(1$5,2V P6 2 3 14 13 4 5 3 D- V-3 V-4 D4 L-4 6 7 8 9 10 11 L-5 Damage member ,17$&7 '$0$*( 6&1NPK 6&1NPK 6&1NPK 6&1 &RPER6&1f V-5 5 DV-6 D6 12 1 Damage member after releasing the jacks Running scenarios Sampling rate: 200Hz : Vehicle path D: Diagonal member L: Longitudinal girder V: Vertical member : Joint :Accelerometer (1-14: sensor ID) :Photoelectric switch 40 Tensile member force the damage member under dead load: 658kN 39 V-3 – V6; D-3 – D-6: members deploying Strain gages ஷ્ਙ INT vs. Damage:㏻ື ڰ७থ१ॱشॹشਹ৷ Because of joints Step 2 : Specify external influence 9 10 11 V-5 5 DV-6 D6 3 D- 20 V-4 D4 4 6 7 25 V-3 Frequency (Hz) Step 1 : Estimate 15 Damage member : Vehicle path 10 5 Time(s) Stabilization Diagram on SCN3 (40km/h) f1(1.96Hz) Wavelet transform on SCN3 (40km/h, point5) CV INT Step 3 : Extract stable modes ဃ؟h1 DMG䠎 INT f1:Frequency around 1.96Hz f2:Frequency around 7.64Hz h1:Damp. correspond to f1 h2:Damp. correspond to f2 DMG䠎 ᦆയ䛻䜘䜛 䝟䝍䞊䞁䛾 ኚ 41 Average mode shape (Intact) CV INT vs. Damage:㏻ື 42 INT vs. Damage:㏻ື ڰ७থ१ॱشॹشਹ৷ ڰ७থ१ॱشॹشਹ৷ 9 10 11 9 10 11 V-5 5 DV-6 D6 3 D- V-3 Damage member V-4 D4 4 6 7 V-5 5 DV-6 D6 3 D- V-3 V-4 D4 4 6 7 : Vehicle path Damage member f2(7.64Hz) INT CV DMG䠎 DI ဃ؟h2 INT CV : Vehicle path INT CV DMG䠎 DMG䠎 • • • ᦆയ䛻䜘䜛 䝟䝍䞊䞁䛾 ኚ 43 ᦆയ䛻䜘䜛䝟䝍䞊䞁䛾ኚ ື≉ᛶ䛾䜘䛖䛺䝰䞊䝗ู䛾᳨ウ䛿せ䟿 ㏻ື䛾⏝ 44 અ ঔॻشঋॡॺঝपेॊം ܥܣܯܱܥሺݎሻ ൌ ݊ܫ ݉ܦ ܶ ሺݎሻሽሻʹ ሺσܰ ݅ ሼ߶݅ ሺݎሻሽ ሼ߶݅ ʹ ऽधी I: mode vector ʹ ݊ܫ ݉ܦ ܰ ሺݎሻฮ ቁ ቀσܰ ݅ ฮ߶݅ ሺݎሻฮ ቁ ቀσ݅ ฮ߶݅ i: i-th mode r: node (observation point) Parameter Benefits Drawbacks 䝰䞊䝗≉ᛶ • ⌮ゎ䛧䜔䛩䛔 • ᵓ㐀≀䛾≀⌮≉ᛶ 䞉ᵓ㐀≀䛾≀⌮≉ᛶ䛻㛵㐃䛜䛒䜛 㻌 ື≉ᛶ㑅ᐃ䛻ᡭ㛫 ⥺ᙧ䝅䝇䝔䝮䛾 • ⟬ᐃ䛻ᡭ㛫䛜䛛䛛 䜙䛺䛔 ಀᩘ • ␗ᖖ᳨▱䛰䛡䛷䛒䜜䜀䚸⥺ᙧ䝅䝇䝔䝮䛾ಀᩘ䛛䜙⡆༢䛻⟬ᐃ 䛷䛝䜛ᦆയᣦᶆ䛿᭷⏝ 㻝㻟 㻝 㻟 㻝㻞 㻝㻠 㻢 㻠 㻡 㻝㻟 㻤 㻣 Healthy: 1.99Hz 㻝㻜 㻥 • ືᶫᱱ䝦䝹䝇䝰䝙䝍䝸䞁䜾䛾ྍ⬟ᛶ 㻝㻝 㻝㻠 • 㛗ᮇ䝰䝙䝍䝸䞁䜾䜈䛾㐺⏝ᛶ • ౪⏝୰䛾ᶫᱱື䝕䞊䝍䛻䜘䜛␗ᖖ᳨▱䛾ྍ⬟ᛶ䠄㏻⾜Ṇ 䜑䛾ᚲせᛶ䠖ᑠ䠅 • ⤫ィⓗศᯒ㻌 㻌 ␗ᖖ䛾ุ᩿㻌 㻌 ┠どⅬ᳨䛾ᐇ ᦆയ⨨ Mode shape from eigenvalue analysis 45 Damage: 1.97Hz 㛵㐃ᩥ⊩ 46 㻝㻞 㻞 • ᵓ㐀≀䛾≀⌮≉ᛶ䛸䛾 㻌 㻌 㛵㐃䛡䛜㞴䛧䛔 ㅰ㎡ LEVEL1䝰䝙䝍䝸䞁䜾: 9 McGetrick & Kim, A parametric study of a drive by bridge inspection system based on the Morlet wavelet, Key Engineering Materials, 569570: 262-269, 2013. LEVEL2䝰䝙䝍䝸䞁䜾: • ⛉Ꮫ◊✲⿵ຓ㔠 ᇶ┙◊✲(B)䠈H24~H26 9 㔠㻌 ဴభ䞉䛭䛾䠖ከᚄ㛫㐃⥆㗰䝖䝷䝇ᶫ䛾㏻ື䜢⏝䛔䛯ᦆയ᳨▱ᡭἲ䠈ᅵ ᮌᏛㄽᩥ㞟䠝1, Vol.69, No.3, pp.557-571, 2013. 11. • ㏆␥ᘓタ༠◊✲ຓᡂ䠈H22.6.~H23.3 9 Kim, et al., Structural fault detection of bridges based on linear system parameter and MTS method, J. of JSCE, JSCE, 1(1):32-43, 2013. • 㜰ᗓ䠄㒔ᕷᩚഛ㒊䠅 9 㔠㻌 ဴభ䞉䛭䛾䠖እⓗᙳ㡪䜢⪃៖䛧䛯ᐇᶫ㛗ᮇ䝰䝙䝍䝸䞁䜾䜈䛾䝧䜲䝈⌮ㄽ䛾 㐺⏝䠈➨26ᅇಙ㢗ᛶ䝅䞁䝫䝆䜴䝮ㅮ₇ㄽᩥ㞟䠈᪥ᮏᮦᩱᏛ䠈pp.1-6, 2012.12 䠄㛗ᮇ䝰䝙䝍䝸䞁䜾䛾䛚䛡䜛እ㒊༳⣬䛾ᙳ㡪䜢⪃៖䠅 • ዉⰋ┴䠄ᅵᮌ㒊㐨㊰ᘓタㄢ䠅 LEVEL3䝰䝙䝍䝸䞁䜾: 48 47 9 Chang, Kim, and Kawatani, Feasibility investigation for bridge damage identification through moving vehicle laboratory experiment, Structures and Infrastructure Engineering. 2013
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