geolib_plus.parameters_for_soil_models package¶

Submodules¶

geolib_plus.soft_soil_creep_parameters module¶

class geolib_plus.soft_soil_creep_parameters.SoftSoilCreepParameters(*, c: Optional[Union[numpy.ndarray, float]] = None, phi: Optional[Union[numpy.ndarray, float]] = None, psi: Optional[Union[numpy.ndarray, float]] = None, kappa: Optional[Union[numpy.ndarray, float]] = None, lambda_index: Optional[Union[numpy.ndarray, float]] = None, mu: Optional[Union[numpy.ndarray, float]] = None, v_ur: Optional[Union[numpy.ndarray, float]] = None, M: Optional[Union[numpy.ndarray, float]] = None, Cc: Optional[Union[numpy.ndarray, float]] = None, Cs: Optional[Union[numpy.ndarray, float]] = None, eo: Optional[Union[numpy.ndarray, float]] = None, OCR: Optional[Union[numpy.ndarray, float]] = None, K0_NC: Optional[Union[numpy.ndarray, float]] = None, Ca: Optional[Union[numpy.ndarray, float]] = None)¶

Class that calculates and stores parameters for the soft soil creep model.

Attributes

c: Optional[Union[np.ndarray, float]] = None: cohesion
phi: Optional[Union[np.ndarray, float]] = None: friction angle
psi: Optional[Union[np.ndarray, float]] = None: dilatancy angle
kappa: Optional[Union[np.ndarray, float]] = None: modified swelling index
lambda_index: Optional[Union[np.ndarray, float]] = None: modified compression index
mi: Optional[Union[np.ndarray, float]] = None: modified creep index
v_ur: Optional[Union[np.ndarray, float]] = None: poisson’s ratio for unloading/reloading
M: Optional[Union[np.ndarray, float]] = None: slope of so-called ‘critical state line’
Cc: Optional[Union[np.ndarray, float]] = None: compression index
Cs: Optional[Union[np.ndarray, float]] = None: swelling index
eo: Optional[Union[np.ndarray, float]] = None: initial void ratio
OCR: Optional[Union[np.ndarray, float]] = None: over consolidation ratio
K0_NC: Optional[Union[np.ndarray, float]] = None: K0-value for normal consolidation
Ca: Optional[Union[np.ndarray, float]] = None: material constant

calculate_soft_soil_parameters()¶: Function that calculates soft soil parameters according to Vermeer [].

$\lambda^{*} = (\frac{C_{c}}{ln(10)(1+e_{0})})$

$\kappa^{*} = (\frac{C_{s}}{ln(10)(1+e_{0})}) \frac{ln(OCR)}{ln(\frac{2Ko^{NC}+1}{(2*Ko^{NC}+1) - (1 - \frac{1}{OCR})(2\frac{v_{ur}}{1-v_{ur}} + 1)})}$

$\mu^{*} = (\frac{C_{c}}{ln(10)})$

geolib_plus.hardening_soil_parameters module¶

class geolib_plus.hardening_soil_model_parameters.HardeningSoilModelParameters(*, E_50_ref: Optional[Union[numpy.ndarray, float]] = None, E_oed_ref: Optional[Union[numpy.ndarray, float]] = None, E_ur_ref: Optional[Union[numpy.ndarray, float]] = None, m: Optional[Union[numpy.ndarray, float]] = None, v_ur: Optional[Union[numpy.ndarray, float]] = None, qc: Optional[Union[numpy.ndarray, float]] = None, sigma_ref_h: Optional[Union[numpy.ndarray, float]] = None, sigma_cpt_h: Optional[Union[numpy.ndarray, float]] = None, Cc: Optional[Union[numpy.ndarray, float]] = None, Cs: Optional[Union[numpy.ndarray, float]] = None, eo: Optional[Union[numpy.ndarray, float]] = None, sigma_ref_v: Optional[Union[numpy.ndarray, float]] = None, p_ref: Optional[Union[numpy.ndarray, float]] = None, K0_NC: Optional[Union[numpy.ndarray, float]] = None, R_f: Optional[Union[numpy.ndarray, float]] = None)¶

Class that calculates and stores parameters for the hardening soil model.

E_50_ref¶

secant stiffness in a standard triaxial test

Type: Optional[Union[np.ndarray, float]]

E_oed_ref¶

tangent stiffness for primary loadind

Type: Optional[Union[np.ndarray, float]]

m¶

power for stress-level dependancy of stiffness

Type: Optional[Union[np.ndarray, float]] = None

v_ur¶

Poisson’s ratio for unloading-reloading

Type: Optional[Union[np.ndarray, float]] = None

E_ur_ref¶

unloading/reloading stiffness

Type: Optional[Union[np.ndarray, float]] = None

p_ref¶

reference stress for stiffness

Type: Optional[Union[np.ndarray, float]] = None

K0_NC¶

K0-value for normal consolidation

Type: Optional[Union[np.ndarray, float]] = None

R_f¶

failure ratio

Type: Optional[Union[np.ndarray, float]] = None

qc¶

cone resistance

Type: Optional[Union[np.ndarray, float]] = None

sigma_ref_h¶

horizontal reference stress

Type: Optional[Union[np.ndarray, float]] = None

sigma_cpt_h¶

horizontal cpt stress

Type: Optional[Union[np.ndarray, float]] = None

Cc¶

compression index

Type: Optional[Union[np.ndarray, float]] = None

Cs¶

swelling index

Type: Optional[Union[np.ndarray, float]] = None

eo¶

initial void ratio

Type: Optional[Union[np.ndarray, float]] = None

sigma_ref_v¶

vertical reference stress

Type: Optional[Union[np.ndarray, float]] = None

calculate_stiffness(calculation_type: geolib_plus.hardening_soil_model_parameters.HardingSoilCalculationType) → None¶

Function that calculates hardening soil parameters based on the two following calculation types

Based on the compressibility parameters:

$E_{oed,ref} = (\frac{ln(10)(1+e_{0})\sigma_{ref.v}}{C_{C}})$

$E_{ur,ref} = (\frac{ln(10)(1+e_{0})\sigma_{ref.v}}{C_{s}})(\frac{(1+v_{ur})(1-2v_{ur})}{(1-v_{ur})})$

Based on the cone resistance:

$G_{0} = 10 q_{c}$

$E_{ur,ref} = 0.5G_{0}2(1+v_{ur}) (\frac{\sigma_{ref.h}}{\sigma_{cpt.v}})^m$

$E_{50,ref} = (\frac{E_{ur,ref}}{5})$

$E_{oed,ref} = E_{50,ref}$

geolib_plus.relative_density_correlared_parameters module¶

class geolib_plus.relative_density_correlated_parametes.RelativeDensityCorrelatedParameters(*, RD_percentage: Union[numpy.ndarray, float], gamma_unsat: Union[numpy.ndarray, float], gamma_sat: Union[numpy.ndarray, float], E_50_ref: Union[numpy.ndarray, float], E_oed_ref: Union[numpy.ndarray, float], E_ur_ref: Union[numpy.ndarray, float], G_o_ref: Union[numpy.ndarray, float], m: Union[numpy.ndarray, float], R_f: Union[numpy.ndarray, float], phi: Union[numpy.ndarray, float], psi: Union[numpy.ndarray, float])¶

Class that uses input of relative density and empirical formulas to calculated numerous model parameters for sands. According to Brinkgreve []

RD_percentage¶

relative density of soil in percentage

Type: Optional[Union[np.ndarray, float]]

gamma_unsat¶

unsaturated unit weight of soil

Type: Optional[Union[np.ndarray, float]]

gamma_sat¶

saturated unit weight of soil

Type: Optional[Union[np.ndarray, float]]

E_50_ref¶

secant stiffness in a standard triaxial test

Type: Optional[Union[np.ndarray, float]]

E_oed_ref¶

tangent stiffness for primary loading

Type: Optional[Union[np.ndarray, float]]

E_ur_ref¶

unloading/reloading stiffness

Type: Optional[Union[np.ndarray, float]]

G_o_ref¶

maximal small-strain shear modulus

Type: Optional[Union[np.ndarray, float]]

m¶

power for stress-level dependancy of stiffness

Type: Optional[Union[np.ndarray, float]]

R_f¶

failure ratio

Type: Optional[Union[np.ndarray, float]]

phi¶

friction angle

Type: Optional[Union[np.ndarray, float]]

psi¶

dilation angle

Type: Optional[Union[np.ndarray, float]]

classmethod calculate_using_RD(RD_percentage: Union[numpy.ndarray, float])¶: This method creates class that stores all parameters calculated with the input of RD, using the following equations []

$\gamma_{unsat} = 15 + 4 \frac{RD}{100}$

$\gamma_{sat} = 19 + 1.6 \frac{RD}{100}$

$E_{50,ref} = 60000 \frac{RD}{100}$

$E_{ur,ref} = 60000 \frac{RD}{100}$

$G_{o,ref} = 60000 + 68000 \frac{RD}{100}$

$m = 0.7 - \frac{RD}{320}$

$R_{f} = 1 - \frac{RD}{800}$

$\phi = 28 + 12.5 \frac{RD}{100}$

$\psi = -2 + 12.5 \frac{RD}{100}$