Grondonderzoek in situ: Dilatometerproef - sbgimr

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Grondonderzoek in situ: Dilatometerproef proefresultaten K 0 Coeff. Earth Pressure in Situ K 0,DMT = (K D / 1.5) 0.47 - 0.6 for I D < 1.2 OCR Overconsolidation Ratio OCR DMT = (0.5 K D ) 1.56 for I D < 1.2 c u Undrained Shear Strength c u,DMT = 0.22 σ' v0 (0.5 K D ) 1.25 for I D < 1.2 Φ Friction Angle Φ safe,DMT = 28°+ 14.6°log K D - 2.1°log 2 K D for I D > 1.8 c h k h Coefficient of Consolidation c h,DMTA ≈ 7 cm 2 / t flex t flex from A-log t DMT-A decay curve Coefficient of Permeability k h = c h γ w / M h (M h ≈ K 0 M DMT ) γ Unit Weight and Description (see chart in Fig. 16) M u 0 Vertical Drained Constrained Modulus M DMT = R M E D if I D ≤ 0.6 R M = 0.14 + 2.36 log K D if I D ≥ 3 R M = 0.5 + 2 log K D if 0.6 10 R M = 0.32 + 2.18 log K D if R M < 0.85 set R M = 0.85 Equilibrium Pore Pressure u 0 = p 2 = C - Z M + ∆A In free-draining soils Ir. Gauthier Van Alboom afdeling Geotechniek 24.02.2011
Grondonderzoek in situ: Dilatometerproef Informatie uit DMT • Grondsoort • clay 0.1 ing Geotechniek 24.02.2011
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Grondonderzoek in situ: Dilatometerproef - sbgimr

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