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Non-Linear Hyperbolic Model & Parameter Selection. Short Course on Computational Geotechnics + Dynamics Boulder, Colorado January 5-8, 2004. Stein Sture Professor of Civil Engineering University of Colorado at Boulder. Non-Linear Hyperbolic Model & Parameter Selection.

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Non-Linear Hyperbolic Model & Parameter Selection

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Non linear hyperbolic model parameter selection l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Short Course on Computational Geotechnics + Dynamics

Boulder, Colorado

January 5-8, 2004

Stein Sture

Professor of Civil Engineering

University of Colorado at Boulder


Contents l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Contents

Introduction

Stiffness Modulus

Triaxial Data

Plasticity

HS-Cap-Model

Simulation of Oedometer and Triaxial Tests on Loose and Dense Sands

Summary


Introduction l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Introduction

Hardening Soils

Most soils behave in a nonlinear behavior soon after application of shear stress. Elastic-plastic hardening is a common technique, also used in PLAXIS.

Usage of the Soft Soil model with creep

Creep is usually of greater significance in soft soils.

Hyperbolic stress strain response curve of Hardening Soil model


Stiffness modulus l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Stiffness Modulus

Elastic unloading and reloading (Ohde, 1939)

We use the two elastic parameters nur and Eur

Initial (primary) loading

Definition of E50 in a standard drained triaxial experiment


Stiffness modulus5 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Stiffness Modulus

Oedometer tests

Definition of the normalized oedometric stiffness

Values for m from oedometer test versus initial porosity n0

Normalized oedometer modulus versus initial porosity n0


Stiffness modulus6 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Stiffness Modulus

Normalized oedometric stiffness for various soil classed (von Soos, 1991)


Stiffness modulus7 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Stiffness Modulus

Values for m obtained from triaxial test versus initial porosity n0

Normalized triaxial modulus versus initial porosity n0


Stiffness modulus8 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Stiffness Modulus

Summary of data for sand: Vermeer & Schanz (1997)

Comparison of normalized stiffness moduli from oedometer and

Triaxial test

Engineering practice: mostly data on Eoed

Test data:


Triaxial data on p 2 1 p l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Triaxial Data on p 21p

Equi-g lines (Tatsuoka, 1972) for dense Toyoura Sand

Yield and failure surfaces for the Hardening Soil model


Plasticity l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Plasticity

Yield and hardening functions

3D extension

In order to extent the model to general 3D states in terms of stress, we use a modified expression for in terms of and the mobilized angle of internal friction

where


Plasticity11 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Plasticity

Plastic potential and flow rule

with


Plasticity12 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Plasticity

Flow rule

with

Primary soil parameters and standard PLAXIS settings


Plasticity13 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Plasticity

Hardening soil response in drained triaxial experiments

Results of drained loading:

stress-strain relation (s3 = 100 kPa)

Results of drained loading:

axial-volumetric strain relation (s3 = 100 kPa)


Plasticity14 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Plasticity

Undrained hardening soil analysis

Method A: switch to drained

Input:

Method B: switch to undrained

Input:


Plasticity15 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Eu 1.4 E50

2cu

Plasticity

Interesting in case you have data on Cu and not no C’ and ’

Assume E50 = 0.7 Eu and use graph by Duncan & Buchignani (1976) to estimate Eu


Plasticity16 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Plasticity

Hardening soil response in undrained triaxial tests

Results of undrained triaxial loading: stress-strain relations (s3 = 100 kPa)

Results of undrained triaxial loading: p-q diagram (s3 = 100 kPa)


Hs cap model l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

HS-Cap-Model

Cap yield surface

Flow rule

(Associated flow)

Hardening law

For isotropic compression we assume

with


Hs cap model18 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

HS-Cap-Model

For isotropic compression we have q = 0 and it follows from

For the determination of, we have another consistency condition:


Hs cap model19 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

HS-Cap-Model

Additional parameters

The extra input parameters are K0 (=1-sinf) and Eoed/E50 (=1.0)

The two auxiliary material parameter M and Kc/Ks are determined iteratively from the simulation of an oedometer test. There are no direct input parameters. The user should not be too concerned about these parameters.


Hs cap model20 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

1

2

3

HS-Cap-Model

Graphical presentation of HS-Cap-Model

Yield surfaces of the extended HS model in p-q space (left) and in the deviatoric plane (right)


Hs cap model21 l.jpg

1 = 2 = 3

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

HS-Cap-Model

Yield surfaces of the extended HS model in principal stress space


Simulation of oedometer and triaxial tests on loose and dense sands l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Simulation of Oedometer and Triaxial Tests on Loose and Dense Sands

Comparison of calculated () and measured triaxial tests on loose Hostun Sand

Comparison of calculated () and measured oedometer tests on loose Hostun Sand


Simulation of oedometer and triaxial tests on loose and dense sands23 l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Simulation of Oedometer and Triaxial Tests on Loose and Dense Sands

Comparison of calculated () and measured triaxial tests on dense Hostun Sand

Comparison of calculated () and measured oedometer tests on dense Hostun Sand


Summary l.jpg

Non-Linear Hyperbolic Model & Parameter Selection

Computational Geotechnics

Summary

  • Main characteristics

  • Pressure dependent stiffness

  • Isotropic shear hardening

  • Ultimate Mohr-Coulomb failure condition

  • Non-associated plastic flow

  • Additional cap hardening

HS-model versus MC-model

As in Mohr-Coulomb model

Normalized primary loading stiffness

Unloading / reloading Poisson’s ratio

Normalized unloading / reloading stiffness

Power in stiffness laws

Failure ratio


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