International Platform for Reducing Earthquake Disasters (IPRED) 26~28-7-211 UNESCO-IPRED 4th Workshop, in Santiago, CHILE Lessons Learnt from the Recent Off the Pacific Coast of Tohoku Earthquake in Japan Nobuo HURUKAWA Research Coordinator Building Research Institute Incorporated Administrative Agency, Japan 1 Introduction The M w 9. earthquake occurred off the Pacific coast of Tohoku, Japan at 14:46 JST on 11 th March 211. This magnitude ranked fourth among the earthquakes in the world since 19. The earthquake caused extremely destructive tsunami. 4 N 38 N 36 N NAM Tohoku A JT PAC B Mw 9. In addition to loss of lives and destruction of buildings, the tsunami induced nuclear serious accidents in Fukushima Daiichi Nuclear Power Plants, where the response activity is still in process. Depth (km) 14 E 142 E 144 E 146 5 1 15 http://www.terrapub.co.jp/journals/eps /pdf/free/inpress/211527.pdf A -1 1 2 3 Distance (km) Relocated aftershocks by Hurukawa (211 EPS) B 2 1
I ll present The Tohoku Earthquake and its Tsunami Simulation by Hurukawa and Fujii this afternoon. The 211 Tohoku Earthquake Tsunami Joint Survey Group http://www.coastal.jp/tsunami211/ 3 Introduction Casualties Deaths 15,562 Missing 5,36 Injured 5,69 Damage to buildings Total collapse 18,557 Partial collapse 12,186 Source: National Police Agency, as of 15 July 211 4 2
1. Strong motion observations for building structures 2. Field Surveys of damage to buildings 1) Outline 2) Damage to buildings caused by Seismic motion 3) Damage to buildings caused by Tsunami 4) Damage to buildings caused by Fire 3. Technical support to the Ministry of Land, Infrastructure, Transport and Tourism 4. Information uploads 5. Activities on going *Many research activities and field survey were carried out jointly by National Institute for Land and Infrastructure Management (NILIM) and Building Research Institute (BRI). I ll introduce results obtained by staff members of NILIM and BRI. 5 1. Strong motion observations for building structures 54 among 74 sites observed the mainshock 4 39 38 37 36 35 41 44 43 42 134 135 136 137 138 139 MIZ NGN KSO YMN NGY OSK SMZ MTS SMS 34 134 135 136 137 138 139 14 141 142 143 144 145 146 HKD HKU KGC HRO HCN2, HCN HRH AKT MYK TRO NIG THU, SND 211/3/11 14:46(JST) h=24 km, M9. IWK km 44 1 2 43 42 41 4 39 14 141 142 143 144 145 146 38 37 36 35 34 139 2' 139 4' 36 2' 36 ' 35 4' NIT 14 ' 14 2' 14 4' ANX, BRI TKC SITA, SIT2 TUS UTK, NMW, TDS SMD AKB MST ADC KDI EDG YCY NKN FNB TKD ICK CGC, CG2, TUF CHB CG3 KWS 35 2' 139 2' 139 4' km 5 14 ' 14 2' 14 4' http://smo.kenken.go.jp/ 36 2' 36 ' 35 4' 35 2' 6 3
K-Net 37 Strong ground motions with large seismic intensities 4 39 38 36 35 138 139 14 138 139 14 141 142 143 K-NET Tsukidate (MYG4) K-NET Sendai (MYG13) K-NET Hitachi (IBR3) km 5 1 141 142 143 (cm/s2) 3-3 3 (cm/s2) -3 3 (cm/s2) Acceleration N-S (peak: 2679 cm/s2) E-W (peak:- 1285 cm/s2) U-D (peak: 1886 cm/s2) -3 2 4 6 8 1 12 14 16 18 2 Time (sec) MYG4: K-NET Tsukidate 3 Acceleration N-S (peak: 152 cm/s2) (cm/s2) -3 3 (cm/s2) -3 3 (cm/s2) E-W (peak: 987 cm/s2) U-D (peak:- 299 cm/s2) -3 2 4 6 8 1 12 14 16 18 2 Time (sec) MYG13: K-NET Sendai 3 Acceleration N-S (peak:- 1599 cm/s2) (cm/s2) -3 3 (cm/s2) -3 3 (cm/s2) E-W (peak:- 1187 cm/s2) U-D (peak: 1159 cm/s2) -3 2 4 6 8 1 12 14 16 18 2 Time (sec) Pseudo Vel locity Response (cm/s) Pseudo Velocity Response (cm/s) 5 1 5 1 5 5 1 Pseudo Vel. Resp. Spectrum (h=5%) 1.1(cm) N-S E-W U-D 1 1 1 1(cm/s/s) 2.1.5 1 5 1 Period (sec) 5 1 5 Pseudo Vel. Resp. Spectrum (h=5%) 1.1(cm) N-S E-W U-D 1 2.1.5 1 5 1 Period (sec) Pseudo Vel. Resp. Spectrum (h=5%) IBR3: K-NET Hitachi 1 G or more at 2 sites. But less damage to buildings. Due to shorter predominant periods. 7 Pseudo Velocity Response (cm/s) 5 1 5 1 5 1.1(cm) N-S E-W U-D 1 1 1 1 1 1 1 1(cm/s/s) 2.1.5 1 5 1 Period (sec) 1 1 1 1 1(cm/s/s) Nine-story school building of Tohoku Univ., Sendai Acc c (gal) 1 1 1 Acc (gal) (a) Acc. in N192E (b) Acc. in N282E 9F(N192E) 1F(N192E) 9F(N282E) 1F(N282E) Lessons: We could observe a damage process of the building. It leads to 1) Application to health monitoring. 2) Testing of non-linear response analysis method. 1 4 Disp (cm) Disp (cm) T(s) 4 4 4 2. 1.5 1..5 (c) Rel.Disp. in N192E (d) Rel.Disp. in N282E (e) Natural period N192E N282E 5 1 15 2 Time (s) Temporal change of national period of the building. 8 4
Disp. (cm) Disp. (cm) Disp. (cm) Disp. (cm) Disp. (cm) Disp. (cm) Long-period motions in Tokyo and Tokyo bay (1F) Osaka Bay areas Osaka bay (1F) 3-3 3-3 3-3 3-3 3-3 3-3 Displacement 2 18-1F (peak:- 2.49 cm) 1F-X Disp. (cm) -2 2 27-1F (peak:- 17.564 cm) 1F-Y 18-37F (peak:- 32.114 cm) 27-37F (peak:- 27.99 cm) 18-37F-1F (peak:- 14.742 cm) 27-37F-1F (peak:- 16.689 cm) 1 2 3 4 5 6 7 8 Time (sec) Pseudo Vel. Resp. Spectrum (h=5%) 5 Pseudo Velocity Response (cm/s) 1 1 5 1 18-1F 27-1F UP-1F.5.1.5 1 5 1 Period (sec).1(cm) 1 37F-X 37F-Y (37F-1F)-X (37F-1F)-Y 1 1 1(cm/s/s) 1 Disp. (cm) Disp. (cm) Disp. (cm) Disp. (cm) Disp. (cm) D = 39 km -2 2-2 2-2 2-2 2-2 Displacement Lessons: Resonance, Damping, Health Monitoring 229-1F (peak:- 9.13 cm) 1F-X 319-1F (peak: 7.828 cm) 1F-Y 229-52FN (peak: 131.856 cm) 319-52FN (peak:- 86.49 cm) 229-52F-1F (peak: 132.966 cm) 319-52F-1F (peak:- 87.427 cm) 1 2 3 4 5 6 7 8 Time (sec) Pseudo Vel. Resp. Spectrum (h=5%) 5 229-1F 319-1F UP-1F Pseudo Velocity Response (cm/s) 1 1 1 1 5 1.5.1.5 1 5 1 Period (sec).1(cm) 52F-X 52F-Y (52F-1F)-X (52F-1F)-Y 1 min. 7 sec To be retrofitted 9 1 1(cm/s/s) 1 1 cm 13 cm D = 77 km psv(cm/s) Analysis of Seismic Response Properties (Comparison with the past records using Pseudo-velocity response spectrum) 6 5 4 3 2 h=.5 SendaiMYG13 JR Takatori(a) Kawaguchi(b) K-net Kashiwazaki(d) Wajima(c) JMA Kobe(a) OgawaTCG6 Ishinomaki MYG1 211 the Great East Japan Earthquake Sendai MYG13, Ogawa TCG6, Ihi IshinomakiMYG1 1995 Kobe Earthquake JMAKobe (a), JR Takatori (a) 24 Niigata Chuetsu Earthquake Kawaguchi (b) 1 27 Nt Noto Hanto Earthquake Wajima (c)..5 1. 1.5 2. 2.5 Period(s) 27 Niigata Chuetsu-oki Earthquake 1995 Kobe EQ K-net Kashiwazaki (d) Lessons: Building damage was caused by strong 1. 1.5 s seismic waves mainly. The Kobe EQ caused much severe damage than the Tohoku EQ. 1 5
2. Field Surveys of damage to buildings 1) Outline 2) Damage to buildings caused by Seismic motion Timber Structure Reinforced Concrete Structure Steel Structure, Non-Structural Elements Housing-Site Ground, Foundations 3) Damage to buildings caused by Tsunami 4) Damage to buildings caused by Fire 11 1) Outline Organizing field survey teams to learn lessons from structural damage state, BRI and NILIM are dispatching more than14 experts to the survey areas since March 12. BRI / NILIM Tono City Kitakami City Hiraizumi Town Kurihara City Nasu Town Yaita City Shirosato Town Kasama City Chikusei City Shimotsuma City Koga City Bando City Joso City Tsuchiura City Ryugasaki City Sakae Town Urayasu City Fukushima Tochigi Tokyo Ibaraki Chiba Miyagi Iwate Miyako City Yamada Town Otsuchi Town Kamaishi City Ofunato City Rikuzentakata City Kesennuma City Minamisanriku Town Ishinomaki City Onagawa Town Higashi matsushima City Matsushima Town Shiogama City Shichigahama Town Tagajo City Sendai City Natori City Iwanuma City Watari Town Yamamoto Town Shiroishi City Fukushima City Nihonmatsu City Miharu Town Koriyama City Sukagawa City Shirakawa City Hitachiota City Hitachi City Naka City Hitachinaka City Mito City Oarai Town Omitama City Hokota City 5km Kashima City Itako City Kamisu City Inashiki City Survey Areas in Cities and Towns Names 12 6
2) Damage to buildings caused by seismic motion Damage to Timber Structure 13 Damage to RC Structure Cracks in columns and exterior walls Shear failure of non-structural wall next to entrance 14 7
Damage to RC Structure 1 st story of 3 storied RC building was collapsed. Front side is frame structure and back side is frame with wall structure. Shear failure in columns on 1 st story of 4 storied RC building which shows 18 degree hooks of main bars. 15 Damage to Steel Structure and Non-Structural Elements 16 8
Damage to Housing-Site Ground and Foundations 17 Damage to buildings caused by seismic motion <Summary> Damage to buildings is not so severe whereas the seismic intensities were high and the disaster areas were extended to extremely large. Timber Structure:Typical seismic damage was observed. RC Structure:Significant difference appears between before and after the new seismic design code (1981). Typical seismic damage was observed. Steel Structure:Damage to vertical / horizontal braces and joints was observed. Non-structural Elements:The fall of exterior walls, suspended ceilings in large-scale spaces, and interior materials were observed. Damage occurred in some grounds of developed residential areas and sloping areas. The severe liquefaction damage occurred in very wide areas. 18 9
3) Damage to buildings caused by Tsunami Iwate Miyagi Fukushima Survey areas BRI and NILIM have jointly carried out damage surveys three times since March 11 th to understand the general status of damage to buildings. Team #1 3 March 2 April Rikuzentakata (IWATE), Kesennuma, Minami-sanriku, Onagawa, Ishinomaki, Natori (MIYAGI) Team #2 6-9 April Yamada, Ohtsuchi, Kamaishi, Ohfunato, Rikuzentakata (IWATE), Onagawa (MIYAGII) etc. Team #3 6 8 April Sendai, Natori, Watari, Yamamoto (MIYAGI) etc. Data related to water depth and dimension in damaged buildings were also extensively collected. They are supposed to be much informative for the estimation of the effect of tsunami loads and also for the verification of the current design guidelines. 19 Damage to RC Structure Collapse of 1 st story of 2 storied RC frame building with concrete brick wall. The 2 nd story was supported by 4 RC columns. Falling over of 4 storied RC frame building with shear wall. This building was flowed 7 meters. Photo shows the undersurface and a façade. 2 1
Damage to RC Structure Buildings swept-away and fallen-over 4-story frame with shear wall structure Pile foundation (pulled-out, ruptured) Few Openings Swept-away (7 m, no traces of dragged) Fallen-over Distance from the coast:~2 m Depth of inundation:~15 m 21 Damage to RC Structure Buildings swept-away and fallen-over 2-story frame structure (refrigerators) Few openings Swept-away and fallen-over Distance from the coast:~2 m Depth of inundation:over 6.5 m 22 11
Damage to RC Structure 4 storied RC frame building 3 storied RC factory building Soil flowed away by tsunami. Out of plane collapse of Photo shows the footing exterior wall with frame and basement under columns. without inside floor. The right side of photo shows no collapse of wall with floor. 23 Damage to Steel Structure 24 12
Damage to Timber Structure 25 Review for Tsunami Evacuation Building Evaluation Method of Tsunami Evacuation Building The Cabinet Office : Proposal equation of Guideline for tsunami evacuation buildings to which the hydrostatic pressure is applied using the threefold depth of design wave depth. q z building 3h z Design wave depth: h Design wave pressure q z = ρ g 3 ( h z ) 3ρgh Based on the surveyed results, the validity of the above-mentioned Tsunami Load (Tsunami Wave Pressure) is under reviewing. 26 13
4) Damage to buildings caused by fire Grasping the damage state of large-scale fire and fire in buildings caused by the earthquake and the following tsunami in cooperation with other institutes and universities 27 211 Miyako, Iwate (IISEE/BRI) 14
211 Miyako, Iwate (IISEE/BRI) Break water in Miyako May 14, 21 April 211 211 Miyako, Iwate (IISEE/BRI) 15
World largest break water in Kamaishi Port 1,66 m long & 63 m height 1/3 collapsed, but Tsunami height was reduced 4 %. Arrival time delayed 6 min. (Kamaishi Port Office) 211 Miyako, Iwate (IISEE/BRI) 16
211 Miyako, Iwate (IISEE/BRI) 211 Miyako, Iwate (IISEE/BRI) 17
211 Ootsuchi, Iwate (IISEE/BRI) 211 Onagawa, Miyagi (IISEE/BRI) 18
211 Onagawa, Miyagi (IISEE/BRI) 211 Onagawa, Miyagi (IISEE/BRI) 19
211 Onagawa, Miyagi (IISEE/BRI) 211 Onagawa, Miyagi (IISEE/BRI) 2
211 Onagawa, Miyagi (IISEE/BRI) 211 Onagawa, Miyagi (IISEE/BRI) 21
211 Onagawa, Miyagi (IISEE/BRI) 211 Onagawa, Miyagi (IISEE/BRI) 22
211 Sendai, Miyagi (IISEE/BRI) 211 Sendai, Miyagi (IISEE/BRI) 23
211 Sendai, Miyagi (IISEE/BRI) 211 Sendai, Miyagi (IISEE/BRI) 24
211 Sendai, Miyagi (IISEE/BRI) 211 Iwaki, Fukushima (IISEE/BRI) 25
211 Iwaki, Fukushima (IISEE/BRI) 211 Iwaki, Fukushima (IISEE/BRI) 26
211 Iwaki, Fukushima (IISEE/BRI) 211 Iwaki, Fukushima (IISEE/BRI) 27
211 Iwaki, Fukushima (IISEE/BRI) 211 Iwaki, Fukushima (IISEE/BRI) 28
3. Technical support to the Ministry of Land, Infrastructure, Transport and Tourism (MILIT) Collaborative Research with private companies in the development and promotion project of building standards. 1: Consideration of contributing to the development of building standards in tsunami hazard areas 2: Consideration of contributing to the development of nonstructural elements standard based on earthquake damage 3: Consideration of the effect of long-period seismic motion on super high-rise buildings Building Structural Standard Committee (NILIM) Cooperate in research surveys and investigations of this committee appointed to consider the draft of building structural standard Committee of Technical Countermeasure against Liquefaction (MILIT) Participate as a member in this committee appointed to consider technical issues common in each infrastructure 57 4. Information uploads Established the special website to provide official information http://iisee.kenken.go.jp/special2/ 211311tohoku.htm h http://www.kenken.go.jp/japanese/con tents/topics/211311 58 29
Produced Quick Report of the Field Survey and Research on The 211 Off the Pacific coast of Tohoku Earthquake jointly with NILIM and announced on the special web site on May 13, 211. * English version will be released on the end of August. 59 5. Activities on going Continuation and expansion of the field survey and research works, and quick release and dissemination of their results. Active participation and technical support to activities by the national government. Close cooperation with concerned organizations such as Architectural Institute of Japan (AIJ). 6 3