Angle of Internal Friction Vs Density (For Coarse Grained Soils) Angle of Internal Friction φ`(Degrees) 45 φ` Obtained from effective ty 10 ensi D e v ti Rela stress failure envelopes approximate correlation is for cohesionless materials without plastic fines 40 75% GW GP 50% SW 35 ML 30 0% d SP SM an in Material Type 25% e this rang 0 25 20 75 80 90 100 110 120 130 140 Dry Unit Weight (γ ), PCF D 1.2 1.1 1.0 0.9 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 150 (G = 2.68) 0.35 0.3 0.25 0.2 0.15 Void Ratio, e 0.55 0.5 0.45 0.4 0.35 Porosity, n 0.3 0.25 0.2 0.15 Correlations Of Strength Characteristics For Granular Soils Adapted from NAVFAC DM-7.1 (5/82) p 7.1 - 149 2 2 10-2 1 8 6 5 4 3 0.7 0.5 Undisturbed Samples: Cv in Range of Virgin Compression Cv in Range of Recompression Lies Above this Lower Limit 0.3 0.2 10-3 8 0.1 0.07 6 5 4 Completely Remolded Samples: Cv Lies Below this Upper Limit 0.05 3 0.03 2 0.02 10-4 8 6 5 4 0.01 0.007 0.005 20 40 60 80 100 120 140 160 Liquid Limit (LL) Coefficient of Consolidation Vs Liquid Limit Adapted from NAVFAC DM-7.1 (1982) A- Line Source of Strength Data Below Above Field cu/σp: Larsson (1980) 0.40 Lab CKoUDSS τh/σvc: MIT * 0.30 0.25 0 10 20 30 cu/σp * * * * * 0.20 0.15 Lab CKoU τave/σvc:Table 4 * 0.35 40 50 * τh/σvc * * Note: Cu = Su Undrained shear strength for design (stability analyses) τave/σvc Note: Linear Regression Lines for Clay Data 60 70 80 90 Plasticity Index, Ip(percent) Comparison of field and laboratory undrained strength ratios for nonvarved sedimentary soils (OCR = 1 for laboratory CKoU testing) Adapted from Ladd (1991), JGE, ASCE, 117(4) (Cv), FT2/day 2 Undrained Strength Ratio Coefficient of Consolidation (Cv), Cm2/sec 3 Friction Angle, φ', Degrees 50 40 Soft and Stiff Clays, and Shale Compositions Clay Minerals 30 φ' (oc) Data from Table 3 NC 20 10 0 0 20 40 60 80 100 200 400 600 1000 Plasticity Index, Ip, percent Shear Stress, kPa 3000 Values of Friction Angle φ' for Natural Clay Compositions For σp/σn Range of 2 to 5 2000 For σp/σn Range of 10 to 20 NC 1000 φ c 2000 0 4000 6000 8000 σn = Effective Normal Stress, kPa Peak Strength against Effective Normal Stress Relationship of London Clay Sample from 35 m Depth (Data from Bishop et al. 1965) 10,000 10,00 c = 0.10 σp 100 10 (Table1) c , kPa c σp = 4100 kPa 10 c = 0.024 σp 10 1 0.1 σn in σp /σn Range of 2 to 5 10 to 20 10 100 1000 10,000 100,000 σp , kPa Relationship between Cohesion Intercept and Preconsolidation Pressure Adapted from Mesri & Adel - Ghaffar (1993), JGE, ASCE, 119(8) 60 "L "A Plasticity Index (PI) 50 40 " "U 30 CL 20 10 7 4 0 CL - ML 0 10 16 20 ne Li CH OH r o 40 MH or OH For classification of fine-grained soils and fine-grained fraction of coarsegrained soils. Equation of "A"-line Horizontal at PI = 4 to LL = 25.5, then PI = 0.73 (LL-20) Equation of "U"-line Vertical at LL = 16 to PI = 7, then PI = 0.9(LL-8) OL r o ML or OL 30 ine 50 60 70 Liquid Limit (LL) Plasticity Chart 80 90 100 110

II-1 Soil Composition, Index Properties and Soil Classification

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