Vermeer Drucker-Prager HISS. Mohr- 24-1

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1 土木学会舗装工学論文集第 7 巻 年 月 bamboo@nodai.ac.j SMP Cam-Clay Key Words : elastolastic analysis, extended SMP criterion, modified Cam-Clay model, aement material, triaxial comression test ) ), 4) on MisesMohr-CoulombDrucker- Prager SMPSMP on Mises Cam-Clay Cam-Clay 5) Drucker-Prager 6) Mohr-Coulomb 7) Mohr-Coulomb Mohr- Coulomb SMP Matsuoka 8) SMPc- SMP - 9) - Uzan ) SMP VermeerDrucker-Prager HISS Cam-Clay on Mises Matsuoka ) SMPon Mises Cam-Clay ) MatsuokaSMP 4-

2 SMP 基準変換後の SMP 基準 σ ^ O σ σ O^ ^ ^ SMP SMP Cam-Clay δ I I =σ ii / q = ( σ δ )( σ δ ) SMP SMP () SMP SMPCam- Clay SMP () () q c ~ σ ~ σ = = δ ( I I qc + ( σ qˆ I I ) ( I I δ ) 9I ) () () σ =c cotφ c φ () () () ˆ q c ˆ σ ~ˆ qˆ ˆ c σ = δ + ( ˆ σ ˆ δ ) qˆ Iˆ = ( Iˆ Iˆ Iˆ ) ( Iˆ Iˆ 9Iˆ ) = σ + σ () (4) (5) ~ˆ σ () ˆ qˆ Î Î Cam-Clay e log ) e log δ 4-

3 q O Cam-Clay λκ e e lnv ln ργ Cam-Clayf (6) q f ~ˆ x M q 4) c-φ m m a H m ~ˆ x = + ~ˆ ( Ct Ce) C t m C e a q =M q ~ˆ + M ~ˆ M ~ˆ ~ˆ = x f = = H ~ˆ x = ~ˆ ex ρ γ ~ˆ H (8) C t C e m lnv ln x (6) (7) (8) (8) c-φ (7) Cam-Clay SMP Cam-Clay ε 4) 4 4 M M f ( 4 q ~ˆ / ~ˆ ) dh = dε (9) M M ( q ~ˆ / ~ˆ ) M f () M dε qˆ / ˆ 4) () σ σ σ M ~ M = M f () ~ˆ ~ f M f = 6 sin φ sin φ σ = σ ~ ~ˆ = M M f (9) dh = dε Cam-Clay Cam-Clay () 4-

4 e dε = dε + dε d d e d () (7) Λ df = d ~ˆ + dq ~ˆ + dh = ~ˆ q ~ˆ H b = = M ~ˆ dh = a dε ~ˆ M ~ˆ H ex ρ γ (9) () () dε e + = dσ E d δ E () υ E () dε e = dε e ii ( ) = d E (4) e ε = γ ln (5) (5) (4) c = H = M ~ˆ ~ˆ H H ex ρ γ ρ γ () (7) () (4) (5) ~ˆ q ~ˆ d ε = Λ + ~ˆ ~ˆ σ q ~ˆ ~ˆ σ dε = dε ii = Λ () (4) (5) () b b d ~ˆ + q ~ˆ dq ~ˆ Λ = a b c b = Λ δ + ( ~ˆ σ ~ˆ δ ) ( ) E = γ (6) ()() (6) (7) dε = Λ ~ˆ σ (7) Λ f (6) (8) H f = q ~ˆ + M ~ˆ M ~ˆ ~ˆ ex = (8) ρ γ 5) 5 Matsuoka 9) 4) 6) 4-4

5 Fujinomori clay q (kpa) 6 4 λ/(+e ).58 κ/(+e ). φ.7 Fujinomori clay 圧縮指数 ρ.58 膨潤指数 γ. 土質定数 M f.6 ポアソン比 ν. 粘着成分 σ kpa 拘束条件 σ =96 kpa q (kpa) ε (%) 圧縮指数 ρ.7 膨潤指数 γ. 土質定数 M f. ポアソン比 ν. 粘着成分 σ 9 kpa 拘束条件 =98,96,9 kpa 98kPa 98kPa( 解析 ) 96kPa 96kPa( 解析 ) 9kPa 9kPa( 解析 ) ε (%) kPa( 解析 ) 96kPa Matsuoka( 解析 ) ε (%) ε (%) Finomori clay λ κ e log e λ/(+e ) κ/(+e )Cam-Clay - ρ γ σ =96kPa(CD) Matsuoka 8) Matsuoka σ (9) SMPCam- Clay σ MatsuokaSMP ) ρ γ λ/(+e ) κ/(+e ) (CD) =98kPaq ε ε ε =98kPa =96kPa q ε () M M f =98kPa ε =4 4-5

6 通過質量百分率 (%) τ (kpa) 使用材料 C- 上限 C- 下限 ふるい目の開き (mm) τ =.97σ σ (kpa) () (C-) cmcm C- mm σ = 4) σ SMP ρ γ M f σ M f σ ρ γ q (kpa) ε (%) 拘束圧 σ 接線弾性係数 98 kpa 4.5 MPa 96 kpa 47.5 MPa 94 kpa 8.4 MPa 圧縮指数 ρ. 膨潤指数 γ.5 土質定数 M f.75 ポアソン比 ν. 粘着成分 σ 65 kpa 拘束条件 σ =98,96,94 kpa 98kPa 98kPa( 解析 ) 96kPa 96kPa( 解析 ) 94kPa 94kPa( 解析 ) ε (%) -8 γ (6) ρ q ε γ σ =98kPa ρ γ 4-6

7 通過質量百分率 (%) As. 圧縮指数 ρ. 膨潤指数 γ. 土質定数 M f.69 ポアソン比 ν.5 粘着成分 σ 99 kpa 拘束条件 σ =98,96 kpa.. ふるい目の開き (mm) As. As. アスファルト量 5. % 密度.8 g/cm 空隙率 8. % マーシャル安定度 5.79 kn フロー値.5 cm 動的安定度 65 回 /mm 試験温度 6 載荷速度.5 %/min 試験条件 圧密排水 (CD) ρ γ c φ 4 7) 8) 4-7 q (kpa) kPa 4 98kPa( 解析 ) 96kPa 96kPa( 解析 ) ε (%) As. ε (%) γ ρ q ε ρ γ ρ 7 ε ε q ε ε ε 6.5%/min

8 Cam-Clay SMP Cam-Clay SMP M () ργc φ 4 9, ) ( ) (B)() 555 ) Monismith, C. L. Rutting rediction in ashalt concrete aements, Transortation Research Record, Vol.66,.-7, 976. ),,,,, Vol.,.9-, 998. ),,,, No.46/ -4,.-, 99. 4),,,,,, Vol.6,.55-65,. 5),,,,,, ),, ),,, No.-4,.5-, ) Matsuoka, H., T. Hoshikawa and K. Ueno : A general failure criterion and stress - strain rlation for granular materials to metals, Soils and Foundations, Vol., No.,.9-7, 99. 9), - -,.7-85, 99. ) Uzan, J. Permanent deformation of a granular base material, Transortation Research Record, No.67,.89-94, 999. ) Matsuoka, H., Y. P. Yao and D. A. Sun : The Cam Clay models reise by the SMP criterion, Soils and Foundations, Vol.9, No.,.8-95, 999. ),,, 57 CD-ROM V-46,. ),, No.7,.45-6, ),,, SMP,,No.68/ -55,.-4,. 5) [ ],,. 4-8

9 6),, Vol., No.,.-, ),, SHRP, ASPHALT, Vol.4, No.96,.6-8, ) --, ( ),, ),,. ) Hashiguchi, K. and T. Okayasu : Time-deendent elastolastic constitutie equation based on subloading surface model and its alication to soils, Soils and Foundations, Vol.4, No.,.-6,. ( 受付 ) FUNDAMENTAL STUDY ON ELASTO-PLASTIC ANALYSIS MODEL FOR PAVEMENT MATERIALS Yasushi TAKEUCHI In this study, in order to redict elastolastic erformance of aement materials, the modified Cam- Clay model was reised using the exanded SMP criterion and an isotroic hardening arameter. And the elasto-lastic analysis of triaxial comression test was carried out using the exerimental results for a ashalt mixture, some cohesie soils and a granular base course material. As the results, it was confirmed that analytical results agreed well with the exerimental results. Consequently, it was roed that the elasto-lastic model roosed in this study is alicable for the static elasto-lastic analysis of aement materials. 4-9