OBSERVATION OF STRONG EARTHQUAKE MOTION BY NATIONAL INSTITUTE FOR LAND AND INFRASTRUCTURE MANAGEMENT

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Journal of Japan Association for Earthquake Engineering, Vol.4, No.3 (Special Issue), 2004 OBSERVATION OF STRONG EARTHQUAKE MOTION BY NATIONAL INSTITUTE FOR LAND AND INFRASTRUCTURE MANAGEMENT Hiroaki UEHARA 1 and Takaaki KUSAKABE 2 1 Senior Researcher, Earthquake Disaster Prevention Division, National Institute for Land and Infrastructure Management, Tsukuba, Japan uehara-h8311@nilim.go.jp 2 Head, Earthquake Disaster Prevention Division, National Institute for Land and Infrastructure Management, Tsukuba, Japan kusakabe-t88d8@nilim.go.jp ABSTRACT: The National Institute for Land and Infrastructure Management (NILIM) administers the observation of strong earthquake motion at more than 160 civil engineering structures throughout Japan, and dense instrument array strong earthquake motion observations at 98 sites in 9 areas. This paper describes current topics of strong earthquake motion observation at NILIM. Key Words: civil engineering structure, strong earthquake motion observation, network, array observation, earthquake-resistant design, new observation station INTRODUCTION NILIM is part of the Ministry of Land and Infrastructure and Transport (MLIT). The observation of strong earthquake motion at civil engineering structures were initiated in 1957, when a SMAC-type strong-motion accelerograph was installed at Sarutani Dam. Strong-motion accelerograms recorded during the 1964 Niigata Earthquake greatly contributed to the study of damage caused by earthquakes, and the liquefaction of sandy soil ground in particular, demonstrating the necessity of strong earthquake motion observations. Therefore, a nationwide instrumentation plan of SMAC-type accelerographs was drawn up and has been steadily implemented by the Ministry of Construction and other organizations. NILIM (including PWRI, Public Works Research Institute) is in charge of the collection, processing, and analysis of the strong-motion records, and conducts research on earthquake-resistant designs and earthquake disaster prevention based on the accumulated data records. Currently, NILIM is administering two types of strong earthquake motion observation, in addition to supervising the MLIT Seismograph Network. Table 1 shows an outline and the objective of installing these three types of strong-motion observation systems. Figure 1 shows the locations of the strong-motion observation stations for civil engineering structures. - 90 -

Table 1 Outline of each type of strong-motion observation administered by NILIM Type of observation Description of observation Number of observation stations Strong-motion observation of civil engineering structures 1) River management facilities (levees, weirs, water gates) 2) Road facilities (s, future construction About 160 stations (90 river facilities, 70 road facilities) Dense instrument array observation of strong earthquake ground motion MLIT Seismograph Network 46 sites for long-span s, ground surface) Observation of amplification or attenuation characteristics caused by variations of local topography and geological conditions The stations are installed on the ground surface and at intervals of 20 to 40 km along rivers and national highways administered by MLIT. The data is sent to responsible sectors by the communications network, for estimating the seismic intensity distribution in the relevant area of jurisdiction. 98 stations in 9 areas About 700 stations 44 Legend River facility site Road facility site 42 40 38 36 34 32 30 129 134 139 144 Fig. 1. Locations of strong-motion observation stations for civil engineering structures. (Note: Plotted points include stations under construction, and stations expected to be suspended) - 91 -

STRONG-MOTION OBSERVATION OF RIVER MANAGEMENT FACILITIES Most observation stations at river management facilities are installed at levees, although a few are also installed at weirs and water gates. NILIM supervises about 90 observation stations, which are installed at the levees of major rivers throughout Japan except Hokkaido. Vertical array observations can be conducted at most of the stations, so accelerometers are installed at the crown of the levee, on the ground surface nearby, and on the bedrock layer, in order to observe the effects of strong earthquake motion on river management facilities, and also variations of pore water pressure during earthquakes. Several stations observe the influence of strong motion caused by differences of microtopography, whereas some stations installed at soil improvement areas or anti-earthquake levees observe the effectiveness. Figure 2 shows an example of the instrument configuration at an observation station. accelerometer observation shelter data processing unit levee crown levee ground surface sandy soil layer (borehole-type) toe of levee piezometer sandy soil layer bed rock layer (borehore-type) bedrock layer N-value>50 Fig. 2 Typical configuration of instruments at an observation station for a river management facility. Strong-motion records from the North Miyagi Prefecture earthquake Table 2 shows an example of the acceleration records during the North Miyagi Prefecture earthquake. (M JMA 6.4). Table 2 acceleration records during the North Miyagi Prefecture earthquake (main shock) Epicenter Distance Station Name ( km ) Nakashimo 2.3 Koduka 13.3 Kanan 13.9 Accerelograph Installed Acceleration (cm/s 2 ) Acceleration (cm/s 2 ) Acceleration (cm/s 2 ) NS EW UD NS EW UD NS EW UD GL-10.0m end of SCP 409.7 547.3 262.4-518.6-490.2 362.0 27.5 38.8 14.4 GL-5.0m SCP 376.7 399.5 295.3-345.9 414.6 494.3 38.9 40.8 25.3 Berm of levee 365.2 429.7 366.4-370.8-383.2-629.0 25.5 45.8 20.8 Crown of Levee 482.4 399.9 277.1 379.0 415.2-556.0 379.0 415.2-556.0 GL-10.0m bedrock layer 560.0 482.0 258.2 578.6-423.8 403.2 578.6-423.8 403.2 Crown of Levee 337.1 443.0 248.1 337.1 443.0 248.1 337.1 443.0 248.1 Toe of levee 117.3-299.0 229.6 117.3-299.0 229.6 117.3-299.0 229.6 GL-6m Sandy soil layer -196.3-167.4-123.8-196.3-167.4-123.8-196.3-167.4-123.8 GL-13.0m bedrock layer 222.8-168.0-131.5 222.8-168.0-131.5 222.8-168.0-131.5 GL-77.0m bedrock layer -266.9-249.0 184.2-266.9-249.0 184.2-266.9-249.0 184.2 Crown of Levee (backmarsh) -352.4-417.9 289.0-352.4-417.9 289.0-352.4-417.9 289.0 GL-8m Sandy soil layer 159.9-189.3 135.2 159.9-189.3 135.2 159.9-189.3 135.2 Crown of Levee (old channel) 278.7 332.5-277.5 278.7 332.5-277.5 278.7 332.5-277.5 STRONG-MOTION OBSERVATION OF ROAD FACILITIES Currently, almost all observation stations at road facilities are installed at s built on national highways. At most of the observation stations, accelerometers are installed on the s, girders, abutments, and ground-surface near the in order to observe the effects of strong earthquake motion at each part of the structure. However, a few stations are located at future construction sites of long-span s, such as at Futtsu, Kanonzaki, and Cape Irago. - 92 -

accelerometer girder girder i ovsesrvation shelter ground surface data processing unit Fig. 3 Typical configuration of instruments at an observation station for a structure. Installed new observation stations and instrument replacement Many useful strong-motion acceleration records have been obtained by these stations, and have been used for research on earthquake-resistant designs and earthquake disaster prevention. However, the accelerographs installed at the stations are starting to deteriorate and need to be replaced. NILIM therefore drew up a new plan for observation stations, including the construction of about 40 new stations. These observation stations are installed near national highways, too, but the difference is the subject of observation, i.e., base-isolated s, continuous s (many spanned), slopes, and utility tunnels. Some of the new stations are to be installed in the Tokai region, Miyagi prefecture, Kii Peninsula, the Pacific coast of Shikoku, and the Itoigawa-Shizuoka Tectonic Line. At the observation stations, the observation shelters are made of aluminum panels sandwiching heat-insulating material, therefore the shelters are lightweight and offer effective heat insulation. The installed instruments are the latest digital strong-motion accelerographs, which have an accelerometer resolution of 10-5 m/s/s, and are connected to NILIM via the Integrated Services Digital Network (ISDN). Photo 1 shows a new observation station at the Kakuan viaduct in Niigata prefecture. At Photo 1 Kakuan viaduct observation station the station, accelerometers are installed on the girders, crown of the s, and ground surface (within the observation shelter). DENSE INSTRUMENT ARRAY OBSERVATION OF STRONG GROUND MOTION NILIM started dense instrument array observation of strong ground motion in 1979, and now has 98 observation stations in 9 areas. All stations are connected to NILIM via ISDN in order to acquire observation records immediately after an earthquake and to enable the instruments to be maintained efficiently. Table 3 shows the specifications of each observation area. - 93 -

Region Table 3 Summary of dense instrument array observation stations Place of observation Number of stations Number of accelerographs Ground- Undersurface ground Shape of instrument array Mean Disatance between stations Deph of underground installation Obaervaion started Sagara 10 10 6 Cross-shaped 200m -8m~-36m 1979 Yaizu 12 11 6 Cross-shaped 300m -10m~-112m 1983 Combination of Suruga Bay Numazu 14 12 8 straight line and cross shape 300m -9m~-32m 1983 Matsuzaki 8 11 9 Straight line and one point 300m -5m~-52m 1985 Folding Kobe-west 13 10 12 line Kobe 500m -7m~-102m 1996 Kobe-east 9 9 11 scattered 400m -8m~-100m 1996 Sagami Bay Odawara 11 11 25 scattered 400m -7m~-90m 1996 Tokyo Bay Makuhari-Narashino 11 11 15 Straight line 300m -6m~-100m 1996 Tateyama 11 12 10 scattered 200m -7m~-47m 1996 Table 4 shows an example of an observation record obtained at Sagara during the Shizuoka prefecture earthquake (M JMA 5.3) on April 3, 2001. Figure 5 shows the location and topology conditions of the Sagara site. Sagara B.P. Aoyam a I.C. No.6 No.2 No.1 R473 No.7 Ohsawa Ohhara No.4 No.3 No.10 Hatsu Ooe No.8 Sagara No.5 No.9 Port of Sagara Suruga Bay Table 4 acceleration records Station Number Accerelograph Installed Acceleration (cm/s 2 ) NS EW UD No.1 GL-2.0m 56.9 80.6 42.5 No.2 GL-2.0m 118.2 81.3 23.4 No.3 GL-2.0m 145.3 103.8 33.7 No.4 GL-2.0m 129.9 61.8 29.5 GL-30.1m 56.4 23.7 16.4 No.5 GL-2.0m 134.8 71.5 34.7 GL-8.2m 126.7 50.8 27.8 GL-12.0m 83.5 59.6 22.7 GL-32.3m 57.1 26.4 19.0 No.6 GL-2.0m 130.9 75.0 35.4 No.7 GL-2.0m 213.4 87.6 40.8 No.8 GL-2.0m 182.6 90.4 42.2 GL-36.3m 49.1 31.3 14.7 No.9 GL-2.0m 77.6 65.2 17.8 No.10 GL-2.0m 153.3 75.4 40.3 GL-30.3m 54.9 25.4 19.8 R 150 Location of Sagara site Legend A :Alluvial s :Sand D :Diluvial c :Clay B :Backfill etc. g :Gravel BR:Bedrock l :Loam p :Humus alt :Alternation Topology conditions of Sagara site Fig. 5 Location and topology conditions of Sagara site - 94 -

MLIT SEISMOGRAPH NETWORK After the Hyogoken Nanbu earthquake, the Ministry of Construction (presently MLIT, Ministry of Land Infrastructure and Transport) installed approximately 700 online seismographs throughout Japan to facilitate urgent inspection of its facilities such as national highways and river management facilities. At the time, these accelerographs were installed on the ground surface and placed at intervals of 20 to 40 km along the rivers and national highways administered by MOC. After an earthquake, these seismographs send the SI value, peak ground acceleration value, and equivalent JMA seismic intensity work, to the headquarters and divisions of MLIT via MLIT s exclusive communications network. NILIM is able to acquire the data of all stations and release SI values and peak ground acceleration values on its website. (http://www.nilim.go.jp). Figure 6 shows the distribution of the MLIT seismograph network. Fig. 6 Distribution of MLIT seismograph network CONCLUSIONS Strong earthquake motion observations have gathered much useful data for the seismic-resistant design of civil engineering structures, and for developing earthquake prevention technology. NILIM is necessary to maintain these observation systems and collect useful records. REFERENCES Okubo, T., Arakawa, T., Kawashima, K. (1982) Dense instrument array observation by The Public Works Research Institute and analyses of some records. 14 th joint meeting U.S.-Japan Panel on Wind and Seismic Effects, UJNR Washington DC, May 17-20, 1982. Arakawa, T., Kawashima, K., Aizawa, K., Takahashi, K. (1981) Strong-motion observation at civil engineering structures. Technical note of the Public Works Research Institute, No. 1734. Yokoyama, K., Tamura, K., Honda, R., Chiba, M., Sugita, H. (1998) New facilities of dense instrument observation of strong earthquake ground motion by The Public Works Research Institute. Technical note of the Public Works Research Institute, No. 3567. NILIM website http://www.nilim.go.jp - 95 -

- 96 - (Submitted: March 31, 2004) (Accepted: June 22, 2004) Copyright JAEE

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