７章　構造物の応答値の算定

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1 (1) 2 (2) (3) 1.8 1) 36

2 2) PS 3) N N PS 37

3 10 20m N G hg h PS N (1) G h G/G 0 h 3 1) G 0 PS PS 38

4 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 ( ) 1+ G0 γ / τ f τ = G γ α G 0 τ γ : (>0), r: (1) 4 γ γ γ 2 = π + r r γ γ + r 2 r 1 G h l n γ h = α π π 1 r + 1 G0 G G 0 G 1 = G0 1+ γ /γ r G G = 1 0 τ = τ 1+ α τ a / a r y r 1 ( τ ) y f G 0 G y 1 G 0 f /2 0 r y (1+) 39

5 (2) 8) 10m 2m 2.5m 9) 1~2m 1~2m (3) V s =3.0km/s V s =700m/s V s =300m/s 10) EE 1) 3 pp ) Kondner, R.. : Hyperbolic Stress-strain ResponseCohesive SoilsProc. ASCESM1pp ) MODIFIED HARDIN-DRNEVICH 33 pp , ) Jennings, P. C. : Periodic Response of a General Yielding Structure, Proc. ASCEEM2pp ) GHE ) Wakai, A., Ugai, K., i, Q., Matsuo, O. and Shimazu, T. : Dynamic elasto-plastic analysis of the sliding displacement during earthquakeproc. Int. Sym. on Deformation and Progressive Failure in Geomechanics pp , ) 10 pp ) pp ) : pp.102, ) pp.438,

6 (1) 5.5 (2) (3)(1) (2) (1) D E F D E F D E 1) 2) - F (2) 0 3m 20kN/m 2 0.2kgf/cm 2 41

7 1) ) () (1) (2) (3) (4) D 50 10% D Uc Fc Pc Gc (5) Ip w (6) 1),2) (1) 10m (2) 20m (3) D 50 10mm 10% D 1mm (4) 35% Fc 30% Pc 15% Ip 15 (1993) (1995) 1 42

8 2 1) ) () (1) (2) (3) (4) 4 F (1) F 1) F F F F R F = F R R N ( ) N 43

9 K 0 K 0 44

10 K 0 K 0 N K 0 N 2) a) R (1995) 1) 2) 1) 2) 20 5% 1015% R (dilatancy ) (Cyclic Mobility) Cyclic Mobility 45

11 b) max max ' max max V σ τ = max τ ' σ V F max 1)4) v v d g r ' max max σ σ α = r d r = z d max α g V σ ' σ V gal r max max d 5) Spectrum Intensity (SI) 6),7) 3) a R F b) 46

12 (2) 1) ) () ) ) ) 23 pp ) SI 28 pp ) N0.610/-45pp F (1) P 1) P F ( )( )dz z F P = z (m) 1 ( F F 1 )=0 47

13 z F F F P F P 1 ( ) P P 1 = 0 P 0 5 < P 5 15 < P P < 15 P (2) 1 2 N ) (D r ) (F ) (γ max ) (ε vd ) 2) 48

14 3) 4) 5) 6) ( ) FEM DEM 7) 8) 1) Vol.28No.4pp ) Nagase, H. and Ishihara, K.iquefaction-induced compaction and settlement of sand during earthquakes, Soils and Foundations, Vol. 28, No. 1, pp , ) Peiris, T. A. and Yoshida, N.Modeling of volume change characteristics of sand under cyclic lording, Proc., Eleventh World Conference on Earthquake Engineering, Acapulco, Mexico, Paper No. 1087, ) 52 -App ) ) 52 -App ) ) 52 pp

15 5.5 m ) 2% 5m 2),3) m 2) m 3) 2),3),4) ) 2 1 H P 1/100 50

16 H m 100m 5m 1) : 376-6pp , ) Hamada, M. and O Rourke, T. D. (Eds.): Case study of liquefaction and lifeline performance during past earthquake,vol.1 Japanese case studies, Technical Report NCEER , ) O Rourke, T. D. and Hamada, M.(Eds.): Case study of liquefaction and lifeline performance during past earthquake,vol.2 Japanese case studies United States case studies, Technical Report NCEER , ) 376-6pp , ) Hamada, M., Isoyama, R. and Wakamatsu, K.: iquefaction-induced Ground Displacement and Its Related damage to ifeline Facilities, Special Issue of Soils and Foundations, Japanese Geotechnical Society, pp.81-97,1996 (1) m 1),2) 3) 51

17 (i) FEM 4) 5) (ii) 6) (i) (ii) H11.10 (a) D g H = 2 10 α m D g H m α % 52

18 D Dg = H H D (m) (m) (m) H (m) (b) D = ( + ' ) 21H 2 θ / H H N D H ' H θ N 17. N N = ' σ / σ v ' (a) v ( 100m ) 7090% % (b) % % δ g = k H θ δ (m) g H : (m) θ (%) k 7090%

19 % (a) ( 100m ) ( )1.5% (b) 100m ( )1.2% (a) = α 10 2 H w H w F d (b) = ( N 1 ) av ( N1) av (m) N 98kN/m 2 N (c) δ = e 3. 35X δ (m) X (m) (d) 6.37X S = 0.8 e S (m) (2) 54

20 H8.12 (a) q N q N = C C K γ x S N P N (tf/m C s S (s50m C =1.050ms100mC =0.5100msC =1.0) S S S C N K P N ( P 5C =0.05P 20 =(0.2 P -1)/320P C =1) N γ (tf/m 3 ) x (m) q = C C H + γ ( x H )} S { N N N 2 ) CN γ N q (tf/m C (=0.3) H N (m) γ (tf/m 3 ) 2 ) 1) pp ) - - pp ) No.596/-43, )

21 ) 7 NO.813PP ) 2 pp

22 1 3),4) 1) :,pp.87, ) :, pp.70, ) : pp.76-81, ) Vol.41No.1pp /2 1 57

23 SHAKE 1) max eff eff = max G h % 2) ) G h ),5) 6) 7) 2 3) 6) 1) 2) 1) ) ( ) 58

24 1) Schnabel, P.B.,ysmerJ. and Seed,H.B.SHAKE A Computer program for earthquake response analysis of horizontally layered sites, Report No. EERC72-12, University of California, Berkeley, ), 19 pp , ) pp , ),,, 13 2 pp.29-34, ) SHAKE pp ),pp.72-73, ),, No.493/-27pp.49-58, ) 1),2),3) 4),5) 6),7) 2) 59

25 8),9) eff N eq u/ ' 0 G h 10) 1) No.505/ pp , ) IQCA pp ) Tobita, Y. and Yoshida, N. An isotropic bounding surface model for undrained cyclic behavior of sand: imitation and Modification, Proc., International Symposium on Pre-failure Deformation Characteristics of geomaterials, Sapporo, pp , ) ee, M.K.W, and Fin, W.D.. : DESRA-2, Dynamic Efficient Stress Program for Earthquake Response Anarysis of Soil Deposits with Energy Transmitting Boundary Include Assesment of iquefaction Potential, The University of British VolumbiaFaculty of Applies Science ) AISS pp ) Ishihara, K. and Towhata, I. : One-dimensional Soil Response Analysis during Earthquake Based on Effective Stress Method, Journal of the Faculty of EngineeringVol.XXXX,The University of Tokyo, pp , ) 29 4 pp ) 23 pp ) pp ) pp (1) 2 3 (2) (1) 1) 60

26 ) m (FEM) (BEM) 61

27 2 5 (2) 1/41/6 1/8 62

28 1) ) Vo pp ) () 4) ) )

19 σ = P/A o σ B Maximum tensile strength σ % 0.2% proof stress σ EL Elastic limit Work hardening coefficient failure necking σ PL Proportional

19 σ = P/A o σ B Maximum tensile strength σ 0. 0.% 0.% proof stress σ EL Elastic limit Work hardening coefficient failure necking σ PL Proportional limit ε p = 0.% ε e = σ 0. /E plastic strain ε = ε e

７章 構造物の応答値の算定

７章　構造物の応答値の算定