B.5.2 Soil and Rock

Next: B.5.3 Masonry Up: B.5 Static Nonlinearity Previous: B.5.1 Concrete and Brittle Contents Index

Subsections

B.5.2 Soil and Rock

Depending on the model type and dimensionality you may specify models for soil or rock.

Soil §2.1.3

no parameters

Rock §2.1.3

no parameters

B.5.2.1 Drained or Undrained Soil

For soil models [§9.6], you must indicate whether the behavior is drained or undrained.

Drained behavior §9.6.2

K-ratio vert. to horiz. stress K₀ K0 k0 §9.6.2

Undrained behavior UNDRAI §9.6.3

K-ratio vert. to horiz. stress K₀ K0 k0 §9.6.2

Fluid bulk modulus K_f NUMBKF bulkf §9.6.3

B.5.2.2 Linear

For linear material behavior no further input is required.

Linear

no parameters

B.5.2.3 Hoek-Brown Rock Plasticity

The Hoek-Brown model is a special model for rock plasticity [§5.1.6].

Hoek-Brown rock plasticity YIELD HOEKBR §5.1.6

Unconfined compr. strength $\sigma_{{\mathrm{ci}}}^{}$ YLDVAL sci §5.1.6

Constant mi m_i YLDVAL mi §5.1.6

Geological strength index GSI YLDVAL gsi §5.1.6

Dilatancy angle (degrees) $\psi$ YLDVAL dilat §5.1.6

Cap compressive stress YLDVAL cap §5.1.6

Tension cut-off value YLDVAL tensio §5.1.6

Plasticity.

Within Hoek-Brown rock plasticity you must choose one of the Rankine Principal Stress models [§5.1.3].

Simple Rankine YIELD RANKIN Fig.5.1a

Rankine yield stress $\sigma_{{\mathrm{y}}}^{}$ YLDVAL sigy §5.1.3

Rankine/Von Mises YIELD RANVMI Fig.5.1b

Rankine yield stress $\sigma_{{\mathrm{y}}}^{}$ YLDVAL fct §5.1.3

Von Mises yield stress $\sigma_{{\mathrm{y}}}^{}$ YLDVAL fcc §5.1.3

Rankine/Drucker-Prager YIELD RANDRU Fig.5.1c

Rankine yield stress $\sigma_{{\mathrm{y}}}^{}$ YLDVAL fct §5.1.3

Cohesion c YLDVAL ch §5.1.3

Sin(friction angle) sin $\phi$ YLDVAL sph §5.1.3

Sin(dilatancy angle) sin $\psi$ YLDVAL sps §5.1.3

Hardening/softening.

Within the Hoek-Brown model you may choose hardening and softening models [Fig.5.2]. Depending on you choice, iDIANA will ask you to fill in the appropriate parameter or to supply curve values via an external file . Note that no hardening will be applied if you choose the ideal plasticity for any of the previous plasticity models.

Ideal plasticity

no parameters

Work hardening in tensile HARDEN WORK §5.1.3

no parameters

Strain hardening HARDEN STRAIN §5.1.3

no parameters

Linear softening in comprs CMPNAM LINEAR Fig.5.2a

Fracture energy comp. failure G_c CMPVAL cv1 §5.1.3

Multi-linear soften comprs CMPNAM MULTLN Fig.5.2b

File stress hardn in compres. file CMPVAL cv k §5.1.3

Exp. soften comprs CMPNAM EXPONE Fig.5.2c

Fracture energy comp. failure G_c CMPVAL cv1 §5.1.3

Linear harden comprs CMPNAM LINHAR Fig.5.2d

Hardening modulus in compres. E_har CMPVAL cv1 §5.1.3

Parab. hard/soften comprs CMPNAM PARABO Fig.5.2e

Fracture energy comp. failure G_c CMPVAL cv1 §5.1.3

Hordijk soften in comprs CMPNAM HORDYK Fig.5.2f

Fracture energy comp. failure G_c CMPVAL cv1 §5.1.3

Reinhardt soften in comprs CMPNAM REINHA Fig.5.2g

Fracture energy comp. failure G_c CMPVAL cv1 §5.1.3

Linear soften in tensile HARNAM LINEAR Fig.5.2a

Fracture energy tensile fail G_f HARVAL tv1 §5.1.3

Mult-lin. softn in tensile HARNAM MULTLN Fig.5.2b

File stress harden in tensile file HARVAL tv k §5.1.3

Exp. soften in tensile HARNAM EXPONE Fig.5.2c

Fracture energy tensile fail G_f HARVAL tv1 §5.1.3

Linear harden in tensile HARNAM LINHAR Fig.5.2d

Harden modulus tensile regime E_har HARVAL tv1 §5.1.3

Parab. hard/soften tensile HARNAM PARABO Fig.5.2e

Fracture energy tensile fail G_f HARVAL tv1 §5.1.3

Hordijk soften in tensile HARNAM HORDYK Fig.5.2f

Fracture energy tensile fail G_f HARVAL tv1 §5.1.3

Reinhardt soften in tensile HARNAM REINHA Fig.5.2g

Fracture energy tensile fail G_f HARVAL tv1 §5.1.3

B.5.2.4 Granular Material

For drained soil behavior you may choose one of the following nonlinear elasticity models for granular materials [§4.2.1].

Nonlinear Grains ELAST GRAINS §4.2.1.1

Reference shear modulus G₁ ELAVAL g1 §4.2.1.1

Reference compression modulus K₁ ELAVAL k1 §4.2.1.1

Degree nonlinear elasticity n ELAVAL n §4.2.1.1

Linear Young's modulus E_t ELAVAL emtens §4.2.1.1

Linear Poisson's ratio $\nu_{{\mathrm{t}}}^{}$ ELAVAL nutens §4.2.1.1

Nonlinear Boyce ELAST BOYCE §4.2.1.2

Reference shear modulus G₁ ELAVAL g1 §4.2.1.2

Reference compression modulus K₁ ELAVAL k1 §4.2.1.2

Degree nonlinear elasticity n ELAVAL n §4.2.1.2

Nonlinear Jardine ELAST JARDIN §4.2.1.3

Strain at maximum stiffness C ELAVAL c §4.2.1.3

Strain at medium stiffness D ELAVAL d §4.2.1.3

Strain at minimum stiffness E ELAVAL e §4.2.1.3

Maximum stiffness F ELAVAL f §4.2.1.3

Medium stiffness G ELAVAL g §4.2.1.3

Minimum strain boundary $\varepsilon_{{\mathrm{min}}}^{}$ ELAVAL emin §4.2.1.3

Maximum strain boundary $\varepsilon_{{\mathrm{max}}}^{}$ ELAVAL emax §4.2.1.3

Plasticity.

You may suppress the application of a plasticity model within a Boyce model, or you may choose a specific plasticity model.

No plasticity

no parameters

Von Mises plasticity YIELD VMISES §5.1.1

Yield stress $\sigma_{{\mathrm{y}}}^{}$ YLDVAL sy §5.1.1

Tresca plasticity YIELD TRESCA §5.1.1

Yield stress $\sigma_{{\mathrm{y}}}^{}$ YLDVAL sy §5.1.1

Drucker-Prager plasticity YIELD DRUCKE §5.1.2

Cohesion c YLDVAL ch §5.1.2

Sin(friction angle) sin $\phi$ YLDVAL sph §5.1.2

Sin(dilatancy angle) sin $\psi$ YLDVAL sps §5.1.2

Mohr-Coulomb plasticity YIELD MOHRCO §5.1.2

Cohesion c YLDVAL ch §5.1.2

Sin(friction angle) sin $\phi$ YLDVAL sph §5.1.2

Sin(dilatancy angle) sin $\psi$ YLDVAL sps §5.1.2

B.5.2.5 Soil Plasticity

Depending on the specified drained/undrained behavior you may choose one of the following plasticity models with appropriate hardening.

Hardening.

Within a soil plasticity model you may specify the hardening. Note that no hardening will be applied if you choose for ideal plasticity for any of the previous plasticity models.

Ideal plasticity

no parameters

Strain hardening diagrams HARDEN STRAIN §5.1.2

File hardening diagram file HARDIA ch k §5.1.2

File sin(friction angle) diag. file FRCDIA sph k §5.1.2

File dilatancy diagram file DILDIA sps k §5.1.2

B.5.2.6 Cam-clay Model

For clay-like materials the Cam-clay model is available [§5.1.4].

Cam-clay model YIELD CLAY §5.1.4

Initial porosity n₀ POROSI n §5.1.4.1

You may choose one out of two Cam-clay models: Modified or Egg.

Modified Cam-clay model ELAST CLAY §5.1.4.1

Sine of friction angle sin $\phi$ YLDVAL sphi §5.1.4.1

Hardening parameter lambda $\lambda$ YLDVAL lambda §5.1.4.1

Slope during reloading kappa $\kappa$ ELAVAL k §5.1.4.1

Overconsolidation ratio $\mathcal {OCR}$ OCR ocr §5.1.4.1

Egg Cam-clay model ELAST CLAY §5.1.4

no parameters

Depending on further choices for input and preconsolidation iDIANA will ask you to fill in the appropriate parameters.

Regular input CAP §5.1.4.1

Sine of friction angle sin $\phi$ YLDVAL sphi §5.1.4.1

Hardening parameter lambda $\lambda$ YLDVAL lambda §5.1.4.1

Slope during reloading kappa $\kappa$ ELAVAL k §5.1.4.1

Overconsolidation ratio $\mathcal {OCR}$ OCR ocr §5.1.4.1

Extended input §5.1.4.2

Cap shape factor $\alpha$ CAP alpha §5.1.4.2

Sine of friction angle sin $\phi$ YLDVAL sphi §5.1.4.1

Hardening parameter lambda $\lambda$ YLDVAL lambda §5.1.4.1

Slope during reloading kappa $\kappa$ ELAVAL k §5.1.4.1

Enhanced input §5.1.4.3

Cap shape factor $\alpha$ CAP alpha §5.1.4.2

Sine of friction angle sin $\phi$ YLDVAL sphi §5.1.4.3

Hardening parameter lambda $\lambda$ YLDVAL lambda §5.1.4.3

Pressure shift $\Delta$ p YLDVAL pshift §5.1.4.3

Shape factor gamma $\gamma$ YLDVAL gamma §5.1.4.3

Slope during reloading kappa $\kappa$ ELAVAL k §5.1.4.3

Reference shift ELAVAL pt §5.1.4.3

Initial stress

Overconsolidation ratio $\mathcal {OCR}$ OCR ocr §5.1.4.2

K-ratio of norm. consol. soil K_nc KNC knc §5.1.4.2

Multip. fac. preconsol. stress $\mathcal {OCR}$ _p OCRP ocrp §5.1.4.2

Expli. preconsolidation stress

Preconsolidation stress p'_c PRECON pc §5.1.4.2

B.5.2.7 Modified Mohr-Coulomb

The Modified Mohr-Coulomb model is available for soil and rock [§5.1.5].

Modified Mohr-Coulomb YIELD MMOHRC §5.1.5

no parameters

You must make choices for elasticity [§5.1.5.1], the shear yield surface [§5.1.5.2], and the compression yield surface [§5.1.5.3].

Linear elasticity §5.1.5.1

no parameters

Exponential elasticity ELAST EXPONE §5.1.5.1

Exponential elasticity para. $\kappa$ ELAVAL k §5.1.5.1

Pressure shift for elasticity p'_t ELAVAL pt §5.1.5.1

Initial void ratio e₀ VOID e0 §5.1.5.1

Constant shear stiffness G SHRMOD g §5.1.5.1

Power Law Elasticity ELAST POWER §5.1.5.1

Reference compression modulus K_ref ELAVAL kref §5.1.5.1

Reference pressure p_ref ELAVAL pref §5.1.5.1

Parameter m m ELAVAL m §5.1.5.1

Pressure shift for elasticity p'_t ELAVAL pt §5.1.5.1

Constant shear stiffness G SHRMOD g §5.1.5.1

Ideal shear plasticity

Sine initial friction angle sin $\phi_{{0}}^{}$ SINPHI sphi0 §5.1.5.2

Pressure shift for plasticity $\Delta$ p' PSHIFT dp §5.1.5.4

Shear plasticity + hardening FRCCRV MULTLN §5.1.5.2

File sine friction angle file FRCPAR sphi k §5.1.5.2

Pressure shift for plasticity $\Delta$ p' PSHIFT dp §5.1.5.4

Associated plasticity §5.1.5.2

no parameters

Constant dilatancy §5.1.5.2

Sine of dilatancy angle sin $\psi$ SINPSI spsi §5.1.5.2

Rowe dilatancy curve DILCRV ROWE §5.1.5.2

Sine frict. angle of con. vol. sin $\phi_{{\mathrm{cv}}}^{}$ SINPCV spcv §5.1.5.2

Explicit preconsoli. stress

Preconsolidation stress p'_c0 PRECON pc §5.1.5.3

Initial stress

Overconsolidation ratio $\mathcal {OCR}$ OCR ocr §5.1.5.3

K-ratio of norm. consol. soil K_nc KNC knc §5.1.5.3

Multip. fac. preconsol. stress $\mathcal {OCR}$ _p OCRP ocrp §5.1.5.3

Ideal cap plasticity

Preconsolidation stress p'_c0 PRECON pc §5.1.5.3

Cap plasticity+exp. harden

Preconsolidation stress p'_c0 PRECON pc §5.1.5.3

Gamma $\gamma$ GAMMA gamma §5.1.5.3

Cap plasticity+power. hard.

Gamma $\gamma$ POWPAR gamma §5.1.5.3

Reference pressure Pref p_ref POWPAR pref §5.1.5.3

M m POWPAR m §5.1.5.3

Default cap shape CAP §5.1.5.4

no parameters

Spherical cap shape §5.1.5.4

no parameters

User-defined cap shape §5.1.5.4

Cap shape factor $\alpha$ CAP alpha §5.1.5.4

Mohr-Coulomb deviatoric shape §5.1.5.4

no parameters

Drucker-Prager deviator. shape SHPFAC 0. 0. §5.1.5.4

no parameters

User-spec. deviatoric shape §5.1.5.4

Beta 1 $\beta_{{1}}^{}$ SHPFAC beta1 §5.1.5.4

Beta 2 $\beta_{{2}}^{}$ SHPFAC beta2 §5.1.5.4

B.5.2.8 Simple Soil Models

For drained soil behavior you may choose one of the following simple soil models: Hardin-Drnevich or Ramberg-Osgood [§9.6.1].

Hardin-Drnevich SOIL HARDRN §9.6.1.1

Characteristic shear strain $\gamma_{\mathrm}^{}$ r GAMMAR gammar §9.6.1.1

You may choose one out of two methods to determine the bulk modulus: initial stiffness based bulk modulus, or current shear based bulk modulus.

Initial stiffness based bulk modulus BULKMO INISTF §9.6.1.1

no parameters

Current shear based bulk modulus BULKMO CURSHE §9.6.1.1

no parameters

Ramberg-Osgood SOIL RAOSGO §9.6.1.2

Characteristic shear strain $\gamma_{\mathrm}^{}$ r GAMMAR gammar §9.6.1.2

Alpha $\alpha$ ALPHA alpha §9.6.1.2

Beta $\beta$ BETA beta §9.6.1.2

You may choose one out of two methods to determine the bulk modulus: initial stiffness based bulk modulus, or current shear based bulk modulus.

Initial stiffness based bulk modulus BULKMO INISTF §9.6.1.2

no parameters

Current shear based bulk modulus BULKMO CURSHE §9.6.1.2

no parameters

B.5.2.9 Liquefaction

Via the material form you may choose one of the following models for liquefaction of soil [§9.7].

Towhata-Iai liquefaction LIQUEF TOWHAT §9.7.1

Reference mean pressure p'_ref PREF pref §9.7.1

Bulk modulus at ref. stress K_ref BLKREF kref §9.7.1

Shear modulus ref. pressure G_ref SHRREF gref §9.7.1

Sine shear resistance angle $\phi_{{\mathrm{f}}}^{}$ SINPHF sphif §9.7.1

Normalized plastic shear work w₁ W1 w1 §9.7.1

Sine phase transform. angle $\phi_{{\mathrm{p}}}^{}$ SINPHP sphip §9.7.1

Threshold level C1 c₁ C1 c1 §9.7.1

P1 p₁ P1 p1 §9.7.1

P2 p₂ P2 p2 §9.7.1

S1 s₁ S1 s1 §9.7.1

Limit value virtual damping h_v HV hv §9.7.1

Number of springs NSPRIN nsprin §9.7.1

Nishi liquefaction LIQUEF NISHI §9.7.2

Modified swelling parameter $\kappa^{{*}}_{}$ KAPSTA kapsta §9.7.2

Shear resist. angle (failure) $\phi$ PHI phi §9.7.2

Shear resist angle max compr. $\phi_{{\mathrm{p}}}^{}$ PHIM phip §9.7.2

M* m^* MSTAR mstar §9.7.2

Exponent n NEX n §9.7.2

G0* G₀^* G0STAR g0star §9.7.2

Beta 1 $\beta_{{1}}^{}$ BETA beta1 §9.7.2

Beta 2 $\beta_{{2}}^{}$ BETA beta2 §9.7.2

Bowl liquefaction LIQUEF BOWL §9.7.3

Reference isotropic pressure $\sigma{^\prime}_{{\mathrm{m.ref}}}$ PREF sigref §9.7.3

Reference shear modulus G_ref SHRREF gref §9.7.3

Reference shear strain $\gamma_{{0.5}}^{}$ GAMMAR gamref §9.7.3

Maximum damping ratio h_max HMAX hmax §9.7.3

Swelling parameter $\kappa$ KAPPA kappa §9.7.3

A A A a §9.7.3

B B B b §9.7.3

C C C c §9.7.3

D D D d §9.7.3

Min. liquefaction resistance X_lim XL xl §9.7.3

Next: B.5.3 Masonry Up: B.5 Static Nonlinearity Previous: B.5.1 Concrete and Brittle Contents Index

DIANA-9.3 User's Manual - Material Library
First ed.

Copyright (c) 2008 by TNO DIANA BV.

`Drained behavior`				§9.6.2
`K-ratio vert. to horiz. stress`	K₀	`K0`	`k0`	§9.6.2

`Undrained behavior`		`UNDRAI`		§9.6.3
`K-ratio vert. to horiz. stress`	K₀	`K0`	`k0`	§9.6.2
`Fluid bulk modulus`	K_f	`NUMBKF`	`bulkf`	§9.6.3

`Hoek-Brown rock plasticity`		`YIELD`	`HOEKBR`	§5.1.6
`Unconfined compr. strength`	$\sigma_{{\mathrm{ci}}}^{}$	`YLDVAL`	`sci`	§5.1.6
`Constant mi`	m_i	`YLDVAL`	`mi`	§5.1.6
`Geological strength index`	GSI	`YLDVAL`	`gsi`	§5.1.6
`Dilatancy angle (degrees)`	$\psi$	`YLDVAL`	`dilat`	§5.1.6
`Cap compressive stress`		`YLDVAL`	`cap`	§5.1.6
`Tension cut-off value`		`YLDVAL`	`tensio`	§5.1.6

`Simple Rankine`		`YIELD`	`RANKIN`	Fig.5.1a
`Rankine yield stress`	$\sigma_{{\mathrm{y}}}^{}$	`YLDVAL`	`sigy`	§5.1.3

`Rankine/Von Mises`		`YIELD`	`RANVMI`	Fig.5.1b
`Rankine yield stress`	$\sigma_{{\mathrm{y}}}^{}$	`YLDVAL`	`fct`	§5.1.3
`Von Mises yield stress`	$\sigma_{{\mathrm{y}}}^{}$	`YLDVAL`	`fcc`	§5.1.3

`Rankine/Drucker-Prager`		`YIELD`	`RANDRU`	Fig.5.1c
`Rankine yield stress`	$\sigma_{{\mathrm{y}}}^{}$	`YLDVAL`	`fct`	§5.1.3
`Cohesion`	c	`YLDVAL`	`ch`	§5.1.3
`Sin(friction angle)`	sin $\phi$	`YLDVAL`	`sph`	§5.1.3
`Sin(dilatancy angle)`	sin $\psi$	`YLDVAL`	`sps`	§5.1.3

`Work hardening in tensile`		`HARDEN`	`WORK`	§5.1.3
no parameters

`Linear softening in comprs`		`CMPNAM`	`LINEAR`	Fig.5.2a
`Fracture energy comp. failure`	G_c	`CMPVAL`	`cv1`	§5.1.3

`Multi-linear soften comprs`		`CMPNAM`	`MULTLN`	Fig.5.2b
`File stress hardn in compres.`	`file`	`CMPVAL`	`cv` `k`	§5.1.3

`Exp. soften comprs`		`CMPNAM`	`EXPONE`	Fig.5.2c
`Fracture energy comp. failure`	G_c	`CMPVAL`	`cv1`	§5.1.3

`Linear harden comprs`		`CMPNAM`	`LINHAR`	Fig.5.2d
`Hardening modulus in compres.`	E_har	`CMPVAL`	`cv1`	§5.1.3

`Parab. hard/soften comprs`		`CMPNAM`	`PARABO`	Fig.5.2e
`Fracture energy comp. failure`	G_c	`CMPVAL`	`cv1`	§5.1.3

`Hordijk soften in comprs`		`CMPNAM`	`HORDYK`	Fig.5.2f
`Fracture energy comp. failure`	G_c	`CMPVAL`	`cv1`	§5.1.3

`Reinhardt soften in comprs`		`CMPNAM`	`REINHA`	Fig.5.2g
`Fracture energy comp. failure`	G_c	`CMPVAL`	`cv1`	§5.1.3

`Linear soften in tensile`		`HARNAM`	`LINEAR`	Fig.5.2a
`Fracture energy tensile fail`	G_f	`HARVAL`	`tv1`	§5.1.3

`Mult-lin. softn in tensile`		`HARNAM`	`MULTLN`	Fig.5.2b
`File stress harden in tensile`	`file`	`HARVAL`	`tv` `k`	§5.1.3

`Exp. soften in tensile`		`HARNAM`	`EXPONE`	Fig.5.2c
`Fracture energy tensile fail`	G_f	`HARVAL`	`tv1`	§5.1.3

`Linear harden in tensile`		`HARNAM`	`LINHAR`	Fig.5.2d
`Harden modulus tensile regime`	E_har	`HARVAL`	`tv1`	§5.1.3

`Parab. hard/soften tensile`		`HARNAM`	`PARABO`	Fig.5.2e
`Fracture energy tensile fail`	G_f	`HARVAL`	`tv1`	§5.1.3

`Hordijk soften in tensile`		`HARNAM`	`HORDYK`	Fig.5.2f
`Fracture energy tensile fail`	G_f	`HARVAL`	`tv1`	§5.1.3

`Reinhardt soften in tensile`		`HARNAM`	`REINHA`	Fig.5.2g
`Fracture energy tensile fail`	G_f	`HARVAL`	`tv1`	§5.1.3

`Nonlinear Grains`		`ELAST`	`GRAINS`	§4.2.1.1
`Reference shear modulus`	G₁	`ELAVAL`	`g1`	§4.2.1.1
`Reference compression modulus`	K₁	`ELAVAL`	`k1`	§4.2.1.1
`Degree nonlinear elasticity`	n	`ELAVAL`	`n`	§4.2.1.1
`Linear Young's modulus`	E_t	`ELAVAL`	`emtens`	§4.2.1.1
`Linear Poisson's ratio`	$\nu_{{\mathrm{t}}}^{}$	`ELAVAL`	`nutens`	§4.2.1.1

`Nonlinear Boyce`		`ELAST`	`BOYCE`	§4.2.1.2
`Reference shear modulus`	G₁	`ELAVAL`	`g1`	§4.2.1.2
`Reference compression modulus`	K₁	`ELAVAL`	`k1`	§4.2.1.2
`Degree nonlinear elasticity`	n	`ELAVAL`	`n`	§4.2.1.2

`Nonlinear Jardine`		`ELAST`	`JARDIN`	§4.2.1.3
`Strain at maximum stiffness`	C	`ELAVAL`	`c`	§4.2.1.3
`Strain at medium stiffness`	D	`ELAVAL`	`d`	§4.2.1.3
`Strain at minimum stiffness`	E	`ELAVAL`	`e`	§4.2.1.3
`Maximum stiffness`	F	`ELAVAL`	`f`	§4.2.1.3
`Medium stiffness`	G	`ELAVAL`	`g`	§4.2.1.3
`Minimum strain boundary`	$\varepsilon_{{\mathrm{min}}}^{}$	`ELAVAL`	`emin`	§4.2.1.3
`Maximum strain boundary`	$\varepsilon_{{\mathrm{max}}}^{}$	`ELAVAL`	`emax`	§4.2.1.3

`Von Mises plasticity`		`YIELD`	`VMISES`	§5.1.1
`Yield stress`	$\sigma_{{\mathrm{y}}}^{}$	`YLDVAL`	`sy`	§5.1.1

`Tresca plasticity`		`YIELD`	`TRESCA`	§5.1.1
`Yield stress`	$\sigma_{{\mathrm{y}}}^{}$	`YLDVAL`	`sy`	§5.1.1

`Drucker-Prager plasticity`		`YIELD`	`DRUCKE`	§5.1.2
`Cohesion`	c	`YLDVAL`	`ch`	§5.1.2
`Sin(friction angle)`	sin $\phi$	`YLDVAL`	`sph`	§5.1.2
`Sin(dilatancy angle)`	sin $\psi$	`YLDVAL`	`sps`	§5.1.2

`Mohr-Coulomb plasticity`		`YIELD`	`MOHRCO`	§5.1.2
`Cohesion`	c	`YLDVAL`	`ch`	§5.1.2
`Sin(friction angle)`	sin $\phi$	`YLDVAL`	`sph`	§5.1.2
`Sin(dilatancy angle)`	sin $\psi$	`YLDVAL`	`sps`	§5.1.2

`Strain hardening diagrams`		`HARDEN`	`STRAIN`	§5.1.2
`File hardening diagram`	`file`	`HARDIA`	`ch` `k`	§5.1.2
`File sin(friction angle) diag.`	`file`	`FRCDIA`	`sph` `k`	§5.1.2
`File dilatancy diagram`	`file`	`DILDIA`	`sps` `k`	§5.1.2

`Cam-clay model`		`YIELD`	`CLAY`	§5.1.4
`Initial porosity`	n₀	`POROSI`	`n`	§5.1.4.1