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[ndarray, float]] = None, phi: Optional[Union[ndarray, float]] = None, psi: Optional[Union[ndarray, float]] = None, kappa: Optional[Union[ndarray, float]] = None, lambda_index: Optional[Union[ndarray, float]] = None, mu: Optional[Union[ndarray, float]] = None, v_ur: Optional[Union[ndarray, float]] = None, M: Optional[Union[ndarray, float]] = None, Cc: Optional[Union[ndarray, float]] = None, Cs: Optional[Union[ndarray, float]] = None, eo: Optional[Union[ndarray, float]] = None, OCR: Optional[Union[ndarray, float]] = None, K0_NC: Optional[Union[ndarray, float]] = None, Ca: Optional[Union[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 [12].

\[\lambda^{*} = (\frac{C_{c}}{ln(10)(1+e_{0})})\]
\[\kappa^{*} = (\frac{C_{s}}{ln(10)(1+e_{0})}) \frac{ln(OCR)}{ln(\frac{2Ko^{NC}+1}{(2*Ko^{NC}+1) - (1 - \frac{1}{OCR})(2\frac{v_{ur}}{1-v_{ur}} + 1)})}\]
\[\mu^{*} = (\frac{C_{c}}{ln(10)})\]
model_config: ClassVar[ConfigDict] = {'arbitrary_types_allowed': True}

Configuration for the model, should be a dictionary conforming to [ConfigDict][pydantic.config.ConfigDict].

geolib_plus.hardening_soil_parameters module

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

\[G_{0} = 10 q_{c}\]
\[E_{ur,ref} = 0.5G_{0}2(1+v_{ur}) (\frac{\sigma_{ref.h}}{\sigma_{cpt.v}})^m\]
\[E_{50,ref} = (\frac{E_{ur,ref}}{5})\]
\[E_{oed,ref} = E_{50,ref}\]
model_config: ClassVar[ConfigDict] = {'arbitrary_types_allowed': True}

Configuration for the model, should be a dictionary conforming to [ConfigDict][pydantic.config.ConfigDict].

geolib_plus.relative_density_correlared_parameters module

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

Class that uses input of relative density and empirical formulas to calculated numerous model parameters for sands. According to Brinkgreve [13]

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[ndarray, float])

This method creates class that stores all parameters calculated with the input of RD, using the following equations [13]

\[\gamma_{unsat} = 15 + 4 \frac{RD}{100}\]
\[\gamma_{sat} = 19 + 1.6 \frac{RD}{100}\]
\[E_{50,ref} = 60000 \frac{RD}{100}\]
\[E_{ur,ref} = 60000 \frac{RD}{100}\]
\[G_{o,ref} = 60000 + 68000 \frac{RD}{100}\]
\[m = 0.7 - \frac{RD}{320}\]
\[R_{f} = 1 - \frac{RD}{800}\]
\[\phi = 28 + 12.5 \frac{RD}{100}\]
\[\psi = -2 + 12.5 \frac{RD}{100}\]
model_config: ClassVar[ConfigDict] = {'arbitrary_types_allowed': True}

Configuration for the model, should be a dictionary conforming to [ConfigDict][pydantic.config.ConfigDict].