LOL ONNRION RRISIS OF RQUK RSPONS OF KO ROUN akashi kiyoshi, ept. o ivil ngrg., Kumamoto Univ., Kunihiko Fuchida, ept.

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, akiyoshi@kumamoto-u.ac.jp uchida@as.yatsushiro-nc.ac.jp matsu@kumamoto-u.ac.jp 9t1533@eng1.

1m/s JR Fig. Fig.1 (Fig.1/Fig.)Fig.3 F Fig. 1 Map around Kobe 5. ~ 5.5 5. ~ 5.7 5. ~ 5.9. ~.1. ~.3. ~.5 Fig.

1 , F NUW Fig N 5 3m 1995 L-3mNSU max.1,, 5., 1m/s max=.1m/s JR Fig. Fig.1 (Fig.1/Fig.)Fig.3 F Fig. 1 Map around Kobe 5. ~ ~ ~ 5.9. ~.1. ~.3. ~.5 Fig. istributions o JM s newly scaled seismic intensity JR 阪神高速道路 Fig. 3 Seismic intensity ratios

2 LOL ONNRION RRISIS OF RQUK RSPONS OF KO ROUN akashi kiyoshi, ept. o ivil ngrg., Kumamoto Univ., akiyoshi@kumamoto-u.ac.jp Kunihiko Fuchida, ept. o ivil and rch. ngrg., Yatsushiro ollege o ech., uchida@as.yatsushiro-nct.ac.jp 3 idetoshi Matsumoto, Faculty o ngrg.,kumamoto Univ., matsu@kumamoto-u.ac.jp iroyuki Maruno, rad. School o Sci. and ech., Kumamoto Univ., rad. Stud., 9t@eng1.stud.kumamoto-u.ac.jp SUMMRY his study aims to investigate the mechanism o local concentration o acceleration and strain responses near the ground surace, using the response characteristics o Kobe ground or the 1995 yogoken-nanbu earthquake. Numerical results by the eective stress analysis program show that distributions o newly scaled seismic intensity or numerical analysis results are close to those by JM s previous scale and distributions o maximum surace strain to those o damaged sites o buried pipelines. : Key words: Local eect, nergy concentration, Kobe ground, Liqueaction, Illegularly piled ground ) F Fig km 3km ) Fig. Fig. 1 1 N 5 3m 11111F F333 F F5 F

3 1995 L-3mNS U Fig. 3 max.1,, 5. 1m/s F NUW 3), ) (m/s/s) 加速度波形 - - (m/s/s) 加速度波形 - - Fig. 1 Map around Kobe 1) 3m (N=3) 3 (N=1) 5 (N=3) 1 m (N=3) (N=5) 3 (N=1) 5 (N=3) m 1 15m フーリエスペクトル (gal sec) IM (sec) 5 フーリエスペクトル振動数 (z) フーリエスペクトル (gal sec) IM (sec) 5 フーリエスペクトル振動数 (z) Fig yogoken-nanbu earthquake at Port Island m 5m - (N=3) 5 (N=3) (N=1) 1 (N=3) 3m m - (N=3) m 5 (N=3) 1 (N=3) m iot 5) ) iot arcy L σ + ρb = p + ρ b = ρ u + (ρ ρu + ρ w 1 /n) w + w /k 35m 7m - 3 (N=1) (N=1) 5 (N=5) (N=) 1 19m - (N=5) 3 (N=1) (N=5) 1m 35m m - F5 (N=5) F (N=1) F (N=5) F3 (N=1) F1 15m F- 3 (N=1) (N=3) m (N=5) 3m 1 19m - 19m 35m 1 175m - 3.5m Fig. Sample cross sections o Kobe ground

4 σ = ( σ, σ, σ, τ, τ, τ ) xx yy zz xy yz zx u = ( u, u, u ), w = ( w, w, w ) x y z x y z b = ( b, b, b ), = { / x, / y, / } x y z / x / y / L = / y / / / / y / x u w U w = n( u U) σ b p n ρ = ( 1 n)ρ + nρ ρ k s s ) S1, w1, p1, p, c 1 φ ρ m φ m NUW 3), ) p 最大応答加速度 (m/s/s) max= m/s/s max=1m/s/s max= m/s/s max=1m/s/s IS N (m ) max= m/s/s max=1m/s/s max= m/s/s max=1m/s/s 1 1 Fig. Maximum response acceleration distributions 最大応答加速度 (m/s/s) ISN (m ) max= m/s/s max=1m/s/s max= m/s/s max=1m/s/s max= m/s/s max=1m/s/s 1 1 max= m/s/s max=1m/s/s 1 1 IS N (m ) (1) 7) max= m/s/s max=1m/s/s max= m/s/s max=1m/s/s max.1,, 5. 1m/s - - Fig. 5 Fig. max=.1 m/s max=5. 1m/s max= m/s/s max=1m/s/s ISN (m ) max= m/s/s max=1m/s/s max= m/s/s max=1m/s/s ISN (m ) ISN (m ) ISN (m ) Fig. 5 Maximum excessive pore water pressure distributions max= m/s/s max=1m/s/s max= m/s/s max=1m/s/s max= m/s/s max=1m/s/s

5 Fig. 5 max > 5.m/s max Fig. max max=5.m/s, 1 sec Fig. 7 Fig. sec - - max=5.m/s 9).1 Fig. Fig. 1 Fig max=.1 m/s/s max= m/s/s max= 5. m/s/s max=1 m/s/s max=.1 m/s/s max= m/s/s max= 5. m/s/s max=1 m/s/s ISN (m ) max=.1 m/s/s max= m/s/s max= 5. m/s/s max=1 m/s/s ISN (m ) max=.1 m/s/s max= m/s/s max= 5. m/s/s max=1 m/s/s ISN (m ) Fig. Maximum shear strain distributions Fig. 7 Natural periods or max=5.m/s/s =. sec =1. sec = sec 1. =. sec =1. sec = sec =. sec =1. sec = sec =. sec =1. sec = sec max=.1 m/s/s max= m/s/s max= 5. m/s/s max=1 m/s/s max=.1 m/s/s max= m/s/s max= 5. m/s/s max=1 m/s/s ISN (m ) max=.1 m/s/s max= m/s/s max= 5. m/s/s max=1 m/s/s ISN (m ) max=.1 m/s/s max= m/s/s max= 5. m/s/s max=1 m/s/s ISN (m ) =. sec =1. sec = sec =. sec =1. sec = sec =. sec =1. sec = sec =. sec =1. sec = sec

F 5. ~ 5.5 5. ~ 5.7 5. ~ 5.9. ~.1. ~.3. ~.5 Fig.

11 reas with break concentrations in Kobe city 1) 1. 1. Fig.

6 F 5. ~ ~ ~ 5.9. ~.1. ~.3. ~.5 Fig. istributions o JM s newly scaled seismic intensity ~ 5 ~ 1 11 ~ 15 1 ~ 1 ~ Fig. 1 istributions o shear strain Fig. 11 reas with break concentrations in Kobe city 1) Fig. 9 Seismic intensity ratios Fig. 1 istributions o damaged sites o sewerage pipes 11)

7 ) 3) kiyoshi,., Fuchida, K., Matsumoto,., yodo,. and Fang,.L.: Liqueaction analysis o sandy ground improved by sand compaction piles, Int. J. Soil ynamics and arthquake ngineering, Vol.1, No.5, ) kiyoshi,., Fang,.L., Fuchida, K. and Matsumoto,. : Nonlinear seismic response analysis method or saturated soil-structure system with absorbing boundary, Int. J. Numerical and nalytical Methods in eomechanics,vol.,no.5, pp.37-39, ) iot, M.. : heory o propagation o elastic waves in a water-saturated porous solid, part I low requency range ; part II-higher requency range, J. o coust. Soc. me.,vol., pp.1-191,195. ) Iai, S., Matsunaga, Y. and Kameoka,.: Strain space plasticity model or cyclic mobility, Soils and Foundationa, Vol. 3, No., pp.1-15, ) kiyoshi,., Fuchida, K. and Fang,.L. : bsorbing boundary conditions or dynamic analysis o luid-saturated porous media, Int. J. Soil ynamics and arthquake ngineering, Vol.13, No., pp , ) 9)

７章　構造物の応答値の算定

７章　構造物の応答値の算定 (1) 2 (2) 5.4 5.8.4 2 5.2 (3) 1.8 1) 36 2) PS 3) N N PS 37 10 20m N G hg h PS N (1) G h G/G 0 h 3 1) G 0 PS PS 38 N V s G 0 40% Gh 1 S 0.11% G/G 0 h G/G 0 h H-D 2),3) R-O 4) 5),6),7) τ G 0 γ = 0 r 1 (