CivilFEM_geotechnical

7/28/2019 CivilFEM_geotechnical

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CivilFEM Geotechnical

Webinar

Peter R. Barrett, M.S.C.E., P.E.

2009 CAE Associates


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What is CivilFEM?

CivilFEM is an integrated Pre- , Solu - and Post-processor add-on to

traditional ANSYS developed byANSYSs Spain distributorINGECIBER

AASHTO LRFDBridge Design Specifications 130

NSYS/CivilFEM

CANADA

110 100120

50

40

30

(Western USA)

2

AAcceleration Coefficient

SeismicZone

MXICO

0.19 and _ 0.29 4


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INGECIBER- CivilFEM Developer / ANSYS Partner

Ingeciber S.A. is a CAE company and ANSYS Channel Partnerwith more than 20 years of experience using and developing

CAE Software

Ingecibers Quality Assurance System is ISO 9001 certified.

Ansys, Inc and Ingeciber, S.A. have a long standing OEMAgreement and established a strategic alliance for FEA solutions

in the construction industry. Some worldwide Customers:

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ANSYS Today

Worlds Largest Simulation Community

>10,000 Total Customers

>125 000 Commercial Seats

>6,000 Total Customers

>60 000 Commercial Seats

>2,000TotalCustomers

>10,000 Commercial Seats,

>140,000 University Seats > 200 Channel Partners

> 75 Industry Partners

,

>70,000 University Seats >20 Channel Partners

>80 Industry Partners

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ANSYS/CivilFEM

ANSYS/CivilFEM combines the world leading general

purpose structural analysis features of ANSYS (ISO-9001)with high-end civil engineering-specific structural analysiscapabilities of CivilFEM (ISO-9001).

Current Customers include: AREVA, AECOM, Parsons,Leslie E. Robinson, Westinghouse

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CivilFEM & ANSYS

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CivilFEM Help

Interactive Online Help

Examples Manuals Advanced Workshops

Training Courses

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Current CivilFEM Distributors

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CAE Associates, Inc.

One of first 4 ANSYS

Channel Partners

Since 1985 Engineering Co.

Since 1981

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CAE Associates CivilFEM / ANSYS Partner

25 years Structural, Thermal and Fluid engineering consulting

One of the original ANSYS Channel partners The US leader in ANSYS Finite Element Training

Custom Training of ANSYS and CivilFEM

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Sampling of CAE Consulting Services

NIST Structural Fire Response and ProbableCollapse Sequence of the World Trade Center

Towers Investigation Steam Generator Replacement in Nuclear

Containment Buildings

Pre-stressed Concrete Pipe Simulation Concrete Dam simulation to meet

FERC /Corps of Engineers licensing

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CAE Associates Senior Technical Staff

Nicholas M. Veikos, Ph.D., President

Peter R. Barrett, M.S.C.E., P.E., Vice President

Michael Bak, Ph.D., Project Manager

Patrick Cunningham, M.S.M.E., Project Manager

Steven Hale, M.S.M.E., Project Manager

James Kosloski, M.S.M.E., Project Manager

Hsin-Hua Tsuei, Ph.D., CFD Manager

Jonathan Masters, Ph.D., Project Manager

George Bauer, M.S.M.E., Project Manager

Eric Stamper, M.S.M.E., Project Manager

Michael Kuron, M.S.M.E., Project EngineerLawrence L. Durocher, Ph.D., Director

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ANSYS Strengths

Nonlinear Stress Analysis Contact

Plasticity

Creep

Large Deflection P-Delta Effects

Element Birth and Death

Full Element Library (over 200)

Beams, Pipes & Shells 2D and 3D Solids

Springs, Contact, etc

Dynamic Analysis

Response Spectrum

Nonlinear Transient Dynamics Thermal-Stress Analysis

Indirect and direct coupled field simulations

Large Model Simulations

Solvers, meshing, Postprocessing, Graphics

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ANSYS Strengths Development 12.0

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CivilFEM Strengths

CivilFEM Capabilities

Entire suite of ANSYS capabilities including nonlinear analysisand dynamics

Built-in Section Properties, Material Models and Code Checking

Industry Specific CivilFEM Modules Nonlinear Bridge Simulation

Pre-stressed Concrete

Geotechnical Applications Nuclear Applications

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CivilFEM

GeotechnicalModule


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Introduction

The geotechnical module is one of 4 add-on ANSYS CivilFEM modules

Geotechnical, Nonlinear Bridge, Advanced Pre-stress, and Nuclear

The ~CFACTIV command is used to activate and deactivate each module.

~CFACTIV,GETC,Y

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Geotechnical Capabilities Summary

Materials library (soils and rocks)

Layered terrains Soil foundation stiffness (ballast module)

Retaining wall design / analysis

Seepage analysis

Slope stability analysis

Tunneling -Hoek & Brown failure criteriaEarth pressures

Terrain Initial Stress

Foundation Piles

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Geotechnical Materials

~CFMP command.

This command defines the soil or rock material properties in ANSYSand CivilFEM.

It can be applied using one of the following options: From library: reads from the library the material properties for a given

material reference.

~CFMP,1,LIB,SOIL,,...

~CFMP,1,LIB,ROCK,,...

User defined: the material looses its library reference and the user can

change any of its properties.

~CFMP,1, USER

Material Include Standard ANSYS as well as unique CivilFEM Materials

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Soil Material Properties

Soil Library

~CFMP,1,LIB,SOIL,,...

Materialnumber

Soilclassificationaccording toCasagrand

Delete materials

Modify selectedmaterial

List of definedmaterials

Save materials

Copy materials

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Rock Material Properties

Rocks library

~CFMP,1,LIB,ROCK,,...

Materialnumber

Rockclassifications

Copy materials

Save materials

Delete materials

Modify selectedmaterial

List of definedmaterials

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Geotechnical Material Wizard

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Soil and Rock Material Properties

Soil /Rock properties are divided into 7 different groups: General properties:

common for all the materials (number, reference, type,) Structural analysis properties: .

Static and dynamic properties, material behavior, etc.

Specific weight properties: specific weight, density, porosity, etc.

Properties: test parameters, materials laws, etc.

Grain-size or Hoek & Brown properties : grain-size parameters and Atterberg limits or Hoek & Brown & Dilatancy parameters

Correlations: relationships between geotechnical parameters.

FLAC3D: Flac3D properties.

Soil Menu

Rock Menu

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Structural Analysis

properties are dividedinto: Elasticity modulus,

Poisson ratio anddensity used for thestructural analysis.

Plastic behavior Static properties

Seismic properties

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Specific Weight

properties are dividedinto: Specific weights

Density

Porosity

Water content

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Material Properties are

divided into: Test properties

Mohr-Coulomb parameters

Drucker-Prager parameters

Mohr-Coulomb in plainstrain models parameters

Earth pressure data Seepage

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Grain-size properties are grouped into:

Grain-size parameters Atterberg limits

These properties areonly defined for soils

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Hoek & Brown properties are grouped into:

Hoek & Brown parameters Dilatancy parameters

These properties areonly defined for rocks

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The correlations can be selected from the CivilFEM library or from a user

defined file. Select between CivilFEMcorrelations or user defined

Relates the SPT valuewith the elasticity

module applying thecorrelation to thespecified property

Apply

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Correlations

User defined correlations

5- Correlationnumber 6- Function

InternationalSystemUNITS

7- Comment(Optional)

The right hand menuassists in writing a

correlation4- Select newcorrelation

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CivilFEM Soil Materials Example Help

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Terrain

Layered Terrain Definition

TerrainNumber of

layers.(Maximum,

20)

number name

Pitch

Terraingeneralproperties

Location

WaterTable

ThicknessSurfaceLoad

LayerProperties

Layernumber

Material

Horizontal Ballast

Module

Coulomb theoryfor earthpressure

calculation

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Layered Terrains Definition

Allows the definition of soils without having to discretize them as finite

elements in the model.

New Terrain

Modify selected Terrain

Delete Terrain

Copy Terrain

Properties list

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Earth Pressures,Ballast Module, Soil

Foundation Stiffness


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Automated Earth Pressures

CivilFEM Model:Earth column contribution over this point

At rest earth pressure

Active earth pressure Passive earth pressure

in

E0 K0 ih i K0 qi1

The soil weight on the selected elements of the model.

Dry and flooded earth

ELEMENT TYPES:

1

1

Beams Shells

Solids Y

Surface elements:

3D BEAM ELEMENTS5

2

5

SHELL ELEMENTS

Z X Y

Z X

xz

2

13

xy

z

4

6

y

4

3

1

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Earth Pressures

ACTIVE AND PASSIVE EARTH PRESSURES CALCULATION:

Calculated considering: Earth column contribution over this point.

Cohesion

Surface load over the terrain.

q

2q L1 L2c L1 L2 K

2h L KE K hqhcn 1

in1

i1 h i i

h 1

h2Layer2

Layer1

Kh: Horizontal earth pressurecoefficient due to the earth weight

hn-1Layern-1

L 1

Khc: Horizontal earth pressurecoefficient due to cohesion

Khq: Horizontal earth pressurecoefficient due to the surface load

ELayern

L 2

L +L2 22

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Ballast Module

CivilFEM calculates an estimation value of the ballast module (soil

foundation stiffness), that allows approximating the elastic soil model(E and ) by means ofWinklers model (beam on an elasticfoundation).

Calculation steps:1. Model definition (materials,

elements, beam & shellproperties)

2. Terrains definition

3. Select the elements and nodesthat make up the foundation

4. Ballast module calculation

5. Ballast module application

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Ballast Module

Calculates the ballast module for a foundation previously defined by the

user. The elements and nodes that make up the foundation must beselected beforehand.

~EFSCALC, UCIM, UTER

Enter foundationand terrainnumbers

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Ballast Module: Results

Plot and list results Close the

window

Element

results

Noderesults

Foundationnot created List

resultsActivatedfoundation

Deactivatedfoundation

Results scale

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Retaining Walls


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Retaining Wall Calculation

Non-linear Analysis

Construction Sequence Automated Simulation changing with excavation level

It takes into account

the soil-structureThe wall may be

considered as a

interaction usingnon-linear springs

with contact elements

non-linear structure

and analyzed by the

non-linear module of

CivilFEM

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Calculation of Sheet Piles 2D (automatic wizard) -3D

Non-linear construction sequence analysis One or two sheet piles can be analyzed simultaneously

Simulation of anchors, water level, layered soils, other applied loads.

The excavation or

backfilling process can

be visualized in eachcalculation step.

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Calculation of Sheet Piles 2D (automatic wizard) -3D

With any ANSYS/CivilFEM cross section Interaction with other structures

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The systems generated may consist of one or two walls that can beintegrated inside other ANSYS models like a subset.

The model is solved by means of an evolving calculation, where eachcalculation stage represents a step in excavation or backfill.

The reinforcement of the retaining walls can be later designed byCivilFEM.

Applicable to any ANSYS/CivilFEM cross section

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Retaining Walls: Modeling

The retaining wall is modeled with 2D

beam elements applying: Boundary conditions Actions

The interaction with the terrain issimulated by the action oftwo pairs of

springs (LINK1 element) linked togaps (work in compression)

Each pair of springs is in charge ofreproducing :

Passive earth pressure Active earth pressure

(Earth Pressures describedpreviously)

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Retaining Wall Modeling

PPT1 PPT2

APT1APT2

Terrain 1 Terrain 2

Well graduated gravel

Silt

Peat (Low)

The soil is defined as layered terrain


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Retaining Walls: Earth Pressure

Material behavior law

The introduction of the material law for each spring is carried out using anonlinear elastic behavior model

-(E0-Ea)Fd

HBM-(Ep-E0)

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Retaining Walls: Calculation Procedure

~WALLINI

Initializes the data in the retaining wall analysis

GeneralProperties

Wall 1Properties

Wall 2Properties

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Retaining Walls: Calculation Procedure

ANCHORAGE TYPES

Articulated

(ANCHTYPE = 1)

Fixed(ANCHTYPE = 0)

The anchorage iscreated as a beamwith one of its endsfixed to the soil.

A support will beplaced on the wall.The node will bemoved to its initial

location.

Delete

(ANCHTYPE = -1)

All anchorages at

Fixed with nomovement

restoringthe chosen level willbe deleted at thisconstruction step.

(ANCHTYPE = 2)

A support will beplaced on the wall.

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Seepage Analysis


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Seepage Analysis Capabilities

Calculate hydraulic heads and pore water pressures.

Calculate filtered flows through boundaries.

Obtain the water table for 2D models.

Export the obtained pore water pressure to slope stability analysis. Thefinite element mesh used in both analysis can be different.

Darcys law with anisotropy of the permeability coefficient (differentpermeability in x, y, z directions).

Hv - K H , v - K H , v - Kzzzy yyx xx zx y

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Seepage Analysis: Boundary Conditions

Impermeable surface:

Upstream surface: H = H0 Seepage surface: H = geometric height

Downstream surface: H = H1

y

0n

H

Saturation surfaceH

H0 An

0

Upstream surfaceH(x,y) = H Seepage surface

H(x,y) = y(x)

xH1B

H Downstream surface

H(x,y) = H1

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Impermeable surface

n


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Seepage Analysis: CivilFEM Elements (II)

Equivalence table of available element types

ANSYS Thermal Solverfor Seepage AnalogyCivilFEM Seepage Solver

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CivilFEM SEEPAGEElements

ANSYS STRUCTURALElements

ANSYS THERMALElements

2D PLANE 42 - SEEP PLANE 42 PLANE 55

3D SOLID 45 - SEEP SOLID 45 SOLID 70


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Seepage Analysis: CivilFEM Elements (III)

Building a model for CivilFEM seepage solver:

The model is created using ANSYS structural elements

Element types are automatically changed by the solver.

ANSYS/Structural Elements CivilFEM Elements

PLANE 42 PLANE 42 SEEPSOLID 45 SOLID 45 SEEP

Available degrees of freedom:

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ANSYS D.O.F. CivilFEM D.O.F.UX H (Hydraulic head)

UY Not Used

UZ Not Used


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Seepage Analysis: CivilFEM Elements (IV)

KL

x

I

J

y

I

J4 n ode s t r i a n g l e o p t i on

Degen era t ed shap e

x

y

Se c ond gr ade sh ape f u n ct i o n

Fou r no d es t w o -di m ens i ona l e l e m en t

Triangular prism

M,N,O,PBasi c shape

I

K,L

TetrahedronJ

Thr ee -di m ens ion a l

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Seepage Analysis: Saturation Line

DAM EXAMPLE:

The saturation line has two end points that must comply with the followingboundary conditions: a) Fixed: Point A in the figure

b) Sliding along a seepage surface: Point B in the figure

t

ySaturation line

H0y(x) Seepage surface

A

xH(x,y)=H1

H(x,y)=y(x) H1

xa

ByAyyy

y1 y

B432

Hn = 0

Hn = 0

2D Seepage (Without drains)

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Slope Stability


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Slope Stability

Slope stability can be calculated by means of two methods, conceptuallydifferent:

1. CLASSICAL METHODS Fellenius

Bishop

Simplified and Modified Janbu

2. FINITE ELEMENT METHOD Equivalent results to the one obtained with classical methods.

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Slope Stability

Fellenius Method (Swedish or independent slice method): Sliding surface: CIRCLE.

Independent slices.

Equilibrium of moments in relation to the circle center.

Recommended: cohesive homogeneous materials.

NON iterative process

N calculation: NWcoskWsinDx sinDy cos

Bishops Method: Sliding surface: CIRCLE.

Equilibrium of moments in relation to the circle center.

Iterative process N depends on the safety factor F.

WcLsinuLsintanDF

Ny

F

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cossintan


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Slope Stability

Janbus Simplified Method: Sliding surface: ANY POLYGONAL.

Forces equilibrium.

Iterative process N calculation is the same as for the Bishop s method.

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Sl S bili


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Slope Stability

2. FINITE ELEMENT METHOD:

Safety factor F c (n u)tg. a. a

n = Normal stress on the bottomof the slice

= Tangential stress on the

bottom of the slice

a = Slice width

u = Pore water pressure-.378E+ 07-.336E+ 07-.294E+ 07-.252E+ 07-.210E+ 07-.168E+ 07-.126E+ 07-836853-4167583338

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Sl St bilit


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Slope Stability

How to perform a stability analysis?

Create the model (geometry, mesh, loads)

Solve

Capture the model for slope stability

Slope stability needed data: Sliding surfaces definition

Pore water pressure Solve slope stability

Postprocess results

Only for FEM Analysis

Differences among classical methods

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Sl St bilit


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Slope Stability

Capture the model for slope stability

~SLPIN, N1, N2, N3 ~SLPINK K1, K2, K3

Valid sliding surface

Invalid sliding surface

jobname.db jobname.cfdbjobname.slp

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Sl St bilit


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Slope Stability

Results Plot press.lines

Slidingdirection

Previous andnext Circlesand Centers

Plot completecircles

Plot loads Sliding surf.

Listnumber andsafety factor

Min Coef. Export plotSafety Fact. map

Number ofcolors

Maximum safetyfactor shown

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Tunneling

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Wi d f T l D i


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Wizard for Tunnel Design

Tunnel section PLOT NO. 1-909.174-878.511

-847.848

-817.185

-786.522-755.859

-725.196

-694.533

-663.87-633.207

COL 3

Tensin vertic al. Frente de avanc e

Longitudinal

Section

Vertical Stress. Tunnel Advancement

Forces and Moments on

Concrete

COL 1

COL

PLOT NO. 1

-.018494

-.014481

-.010468

-.006455

-.002443.00157

.005583

.009596

.013609

.017621

Forces acting on

concrete tunnel

Movim iento vertic al. Frente de avanc eVertical Movement. Tunnel Advancement

Longitudinal

Section

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Underground Structures (Tunnels)


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Element Birth and Death capability (non-linear construction sequenceanalysis)

1

11

CERROGORDO

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Hoek & Brown Failure Criteria (rocks) Plastic Constitutive models: 2D/3D Drucker-Prager and Mohr-Coulomb

Element Birth and Death capability (non-linear construction sequenceanalysis)

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Hoek & BrownFailure Criterion

Hoek & Brown Failure Criterion


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This tool offers the possibility to work with rock foundation models,

satisfying the Hoek and Browns failure model, original (1980) or modified(1992). RMR Rating used to select failure model

The procedure followed by CivilFEM, is based on using, at each load step,a Drucker-Pragermaterial, whose properties change according to its loadlevel.

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HOEK & BROWNS CRITERION VALIDITY

The Hoek and Browns criterion is valid only forlow confinementpressures.

In rock mechanics, four structural situations of the rock massifs aregenerally distinguished according to the defects and discontinuities shown.

Group I:Intact Rock

Rocky Massif State Classification

m 3 sc c

1 3

Group II:One single discontinuity

Group III:Two discontinuities

c: Compression resistance of thematrix rock.

Group IV:Several discontinuities

Group V:

m,s: Constants that depend on thecharacteristics of the rock and on itscracking state

Fractured Massif

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MODEL OPERATION

For each element in the model a stress state is read (1, 3)

Using Hoek & Brown criteria, the parameters of Mohr Coulomb areobtained, and from this values, the Drucker Prager equivalent parameters.

Hoek-Brown c, 1, 3

Mohr-Coulomb

Drucker-Prager

Solve

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CALCULATION PROCEDURE

After creating the model, the Hoek & Brown solver should be used.

Read materialproperties at theend of a Hoek &Brown analysis, forother calculations.

Write materialproperties at theend of the Hoek &Brown analysis

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Terrain InitialStress



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Develop Stress with no Strain

Gravity

Gravity


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In order to simulate excavation processes and real terrain behavior, theinitial stresses (without strain) can be considered.

Terrain Initial Vertical Stress at each point is calculated regarding theweight of terrain above the point.

n

V

ih i

i1

Terrain Initial Horizontal Stress at each point depends on the verticalstress.

VH ko

V H

H

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Initial Stress is calculatedusing the ~TIS command.

It will create a file(jobname.IST), with thestresses for each element.

Gravity direction needs to bespecified

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Foundation Piles

Deep Foundations


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Deep Foundations

Pile Cap Wizard:Automatic generation of rectangular, polygonal or circular pile groups

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Piles


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Piles

Driven piles

Excavated/Drilled foundations

Micropiles Example Pile Cap Load Test Load Test Reinforcement

Design

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Foundation Piles


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Foundation Piles

Geometry of the pile cap: Polygonal or circular

DIAPIL

Y

1

X2

3 4

5

HeightEn

HeightT (1) WidPLA

HeightPil

LenPIL

HeightT (NumStr)

HeightT (NumStr+1)

Z

X

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Poligonal pile-wailing

Foundation Piles


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ou da o es

Rectangular pile cap DistPilx (1...Npx-1)

_

_

|

DExtRig

DExtTop

DIAPIL

Y

(3,4)Piles identified with twonumbers (I,J):

Horizontal and vertical

(I,J)

DistPily(1...Npy-1)

_

_ (1,1)

PosXCol

PosYCol

Column

DExtBot

X

(1,2)

(2,2)

DExtLef

HeightEnHeightPil

HeightT (1)WidPLA

LenPIL

HeightT (Num Str)

HeightT (Num Str+1)

Z

X

Rectangular wiling of Npx x Npy piles

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Foundation Piles


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Terrain definition: Cohesive Soils

50-100 20-25

Hard 200-400 15-30 30-35 30-50

Cohesionless Soils

Low 4-10 28-30 0-20

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High 30-50 36-41 0-20

Consistency qu (kPa) NSPT () c (kPa)

Very soft 30-50 2-4 15-20 0-10

Soft 4-8 10-20

Medium 100-200 8-15 25-30 20-30

Very hard >400 >30 >35 >50

Compacity NSPT () c (kPa)

Very low 0-4 50 >41 0-20

Foundation Piles


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Internal Friction Angle vs. Cohesion

j ()

Limit can be changed

40

45

Cohesionless soils

20

25

30

35

(c , j )L L

5

10

15Cohesive soils

CivilFEM's soil clasif ication

010 20 30 40 50 60 70 80 900 c (kPa)

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Foundation Piles Force - Deflection


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Load capacity: Cohesive soils Skin friction and point resistance

LOAD

Q

Q

QT

QS

P

wS

wP SETTLEMENT, w

Load capacity vs. settlement in piles

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Foundation Piles


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Load capacity: Cohesive soils Skin friction

0.6

0.7

a

=

fs/Cu

0 200 400 600 800

Undrained shear strength, Cu (kPa)

0.2

0.3

0.4

0.5

Piles adhesion factor

g (%)fS

1.0

1.5

2.0

aCu ~ 50 kPaaCu~ 200 kPa

ws = g. Dp

Shaft deformability factorg (%)

600 800

Undrained shear strength, Cu (kPa)

0 200 4000.0

0.5

aCu~ 100 kPa

Value can be changed

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Foundation Piles


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Load capacity: Cohesive soils Point resistance

Values can be changed

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Foundation Piles


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Load capacity: Cohesionless soils

Skin friction

Point resistanceValues can be changed

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Foundation Piles


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Pile capacity: Depends on the piles length

z1zp Q QS P

z2

z3

znL

-z

92

-z

Ultimate static pile capacity

Foundation Piles Base Soil


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Point effect correction

a .D1 p

Passive zone

(a)_

_La

_

(b) Lb

a .D2 p Active zone

_(c)

Lc

a .D3 p Security zone

Point resistance development

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Foundation Piles Grouping Effect


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Grouping effect correction

h _1

(w, f)

f

(h .w, h .f)w f

f*

Groupping effect

Unit bearing capacity is reducedas settlement increases

Settlement, ww w*

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Foundation Piles Stress Check


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Mean Design Stress Checking Structural Capacity vs. Pile diameter

sc(MPa)

StructuralCapacity

Extraordinary Loads (Earthquake, etc)7

6

8

9Canadian code (Extraordinary loads)

Recommended for

5French Code

Recommendedfor Service Loads

4

Spanish Construction code NTE3

2Recommended forsingle pile(Service Loads)

1 2.00

Dp (m)

0.400.20 0.60 0.80 1.00 1.20 1.40 1.60 1.80

Recommended Structural Capacity

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Foundation Piles FEA Model


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Equivalent springs

Horizontal skin springs Horizontal Ballast module:

Chadeysson

Vertical skin springs

Vertical point springs Finite Element Node

Skin Vertical Spring

Skin Horizontal Springs

x

y

z

Finite Element Node

Point Vertical Spring

Springs on nodes

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Foundation Piles - Loads


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Loads on Columns: Forces and Moments

F z Z

Other loads:Mz

Pressure on slabMx

X Y

My

F x

Self weight

Seismic

accelerationF y

Forces and Moments sign convention

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Foundation Piles


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Reinforcement Groups:

Rigid Cap Flexible Cap

Top side Top side

Secondary reinforcement A2s Secondary reinforcement A2sPunching reinforcemente A2p

Bottom side

Closestirrups

Bottom side

Primary reinforcement A1p Secondary reinforcement A1s Secondary reinforcement A1sPunching reinforcemente A1p

Rigid wailing: Reinforcements Flexible wailing: Reinforcements

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Foundation Piles


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Foundation Piles


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100

Foundation Piles


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Foundation Piles


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Foundation Piles


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103

Foundation Piles


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Foundation Piles


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Integration with FLAC3D


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Foundations & Dams


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Footing and continuous foundations: - 2D/3D soil-structure interaction models

Dams

Documents

CivilFEM_geotechnical