边坡稳定分析的极限平衡法，是土力学中的一个经典的领域

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1 ) 2) Q c uu φ uu τ = c uu + σ tanφ uu (7.1) (b) 5 φ =0 c q cu q cu c =τ = (7.2) 2 STAB (7.1)

2 182 c uu φ uu (7.2) q cu q cu x,y STAB q cu τ = c + ( σ u) tan φ c φ Q S 6 STAB q cu [7.1] m (7.3) 70 m B 7. 1 CD CU UU (kn/m 3 ) φ ( ) (kpa) A 2B 2C 3 4A 4B T

3 UU 230m, 250m, 265m (a) m 250m y4 y (b) 7. 1 (a) (b) X250 1X250 2 [7.2] BR BR

4 BR c φ c φ [7.3] 20m 40m, 90m mm m 4 4 1) 2) 5m 3) 2.5m 4) m

6 186 (1) {σ n } o { } σ, (2) {σ n } o (5.19) (5.20) { τ } φ = 0, f n f c = τ {σ n } 1 {σ n } o {σ n } o (5.19) τ (5.20) Bishop φ [7.4] 8 c = 0, φ = φ 0 = 50, φ = D s A B C D F = [7.5] Charles Charles(1984) e (5.19) Γ ( 1 b ) / f = F( γ H ) A (7.4) γ H F A b (5.19) 7.6 (7.4) cotβ H F STAB cotβ = A=7.0 b =

7 Charles STAB 7. 6 Charles (6.13) [7.6]

8 n e = K = m/ m 1975m m (m) H D (m) V(m/) PD = K / nev b = cot β H D H D 7 x = (%) H D 8 H D = ( 1 x) H D (m) (m)

9 , 1984, σ c τ f 1) (5.15) 2) (5.15)φ )2) σ < σ t S 5.9(a) S σ σ R σ c t 2) V1 10 STAB STAB Ο [7.7] 7.9 R c cu = 1.2 /[ ] 2 φ cu = 16 S φ d = 0 φ d = R S σ σ t = 4.13 /[ ] 2 (1) σ t S (2) σ t R S τ f 0, c Ο 1 =0.305m, 1=4.448N

10 ABC t R σ 7. 9 R (3) N D STAB (4) N (5.15) τ f S φ d = 30 φ d = R φcu = 16 c cu = D ( )R 584.3R R R : F = 584.3R / 474.5R = 1.23 STAB [7.8] m 250m 7.10

11 L () () ( ) (/ 2 ) STAB STAB STAB STAB tanφ N N D ( ) D tanφ c L sinφ Wsinφ W ( ) F = F m = 1.827

12 x y (1) i Fi = ahξgeiαi / g F i i ξ 0.25 G Ei i α i i g (2) i α i α m (7.5) α i (a) 40m (b) > 40m (3) a h g 0.2g 0.4g (4) a v 2/ STAB 4

13 (K c = σ 1 /σ 3 ) (K c = 1) 5.6 (5.18), 7.12 Seed (1966) σ K c Seed Lowe Lowe σ K c (5.18) φ 0 c = τ fs [7.9] τ fs (<5 mm ) [7.9] STAB σ τ fo fo 7.9 τ 7.9 τ, 7 fs c = τ, φ 0 F fs fs

14 [7.9] τ fs 9.8kN/m σ fo τ fo τ fs τ 7.10 τ fs 1 fs 7. 14

15 [7.9] τ fs 9.8kN/m σ fo τ fo τ fs σ fo τ fo τ fs [7.10] STAB σ F = K c τ fs σ 3 K c τ f 7. 16

16 X250-1.DAT [7.1], X250-2.DAT [7.1] DAT [7.1] 230m DAT [7.1] 250m DAT [7.1] 265m Y4.DAT [7.1] 230m Y5.DAT [7.1] 250m Z3-D.DAT [7.3] Z5.DAT [7.3] Z6.DAT [7.3] NL-10_5.DAT [7.5] cotβ = 1.0, b = NL-10_6.DAT [7.5] cotβ = 1.0, b = NL-10_7.DAT [7.5] cotβ = 1.0, b = NL-10_8.DAT [7.5] cotβ = 1.0, b = NL-15_5.DAT [7.5] cotβ = 1.5, b = NL-15_6.DAT [7.5] cotβ = 1.5, b = NL-15_7.DAT [7.5] cotβ = 1.5, b = NL-15_8.DAT [7.5] cotβ = 1.5, b = GBX2E.DAT [7.6] CORPS.DAT [7.7] DAT [7.8] MIYUN-2.DAT [7.9] 1 U. S. Army Corps of Engineers. Stability of slopes and foundations. Engineering Manual. Visckburg, SL Charles, J. A. and Soares, M. M. Stability of compacted rockfill slopes. Geotechnique, ( 1):

! Ν! Ν Ν & ] # Α. 7 Α ) Σ ),, Σ 87 ) Ψ ) +Ε 1)Ε Τ 7 4, <) < Ε : ), > 8 7

! Ν! Ν Ν & ] # Α. 7 Α ) Σ ),, Σ 87 ) Ψ ) +Ε 1)Ε Τ 7 4, <) < Ε : ), > 8 7 !! # & ( ) +,. )/ 0 1, 2 ) 3, 4 5. 6 7 87 + 5 1!! # : ;< = > < < ;?? Α Β Χ Β ;< Α? 6 Δ : Ε6 Χ < Χ Α < Α Α Χ? Φ > Α ;Γ ;Η Α ;?? Φ Ι 6 Ε Β ΕΒ Γ Γ > < ϑ ( = : ;Α < : Χ Κ Χ Γ? Ε Ι Χ Α Ε? Α Χ Α ; Γ ;