Release Notes USFOS 8

MEMO

MEMO CONCERNS

USFOS AS

Phone: +47 905 05 717 www.

USFOS

.com

Enterprise No.: NO 986 827 374 MVA

Release Notes

USFOS Version 8-8

DISTRIBUTION

Members of

USFOS group X

FILE CODE CLASSIFICATION

Confidential

REFERENCE NO.

PROJECT NO. DATE PERSON RESPONSIBLE / AUTHOR

Release Notes

USFOS 8-8, Nov 2015

NUMBER OF PAGES

24

This memo contains project information and preliminary results as a basis for final report(s).

U

SFOS

AS accepts no responsibility of this memo and no part of it may be copied.

2/24

1 INTRODUCTION ...................................................................................................................3

2 CHANGES IN VERSION 8-8 ................................................................................................3

3 NEWS IN USFOS VERSION 8-8 - 2015. ..............................................................................4

3.1 I

NTRODUCTION

...................................................................................................................4

3.2 H

OW TO INSTALL

/

UPGRADE YOUR USFOS VERSION

............................................................4

3.2.1 Windows (64bit) ........................................................................................................4

3.2.2 Windows (32bit) ........................................................................................................4

3.2.3

LINUX

..........................................................................................................................5

3.2.4

MAC

-

OSX

.....................................................................................................................5

3.3 E

NHANCED

G

RAPHICAL

U

SER

I

NTERFACE

..........................................................................6

3.3.1 Updated Preferences. NOTE! Remembers Fringe Range. ........................................6

3.3.2 Visualization of D-T ratio for Pipes ..........................................................................6

3.3.3 Verify Slenderness of I-Profiles.................................................................................7

3.3.4 Visualization of NonStru and Fracture elements ......................................................9

3.3.5 Visualization of Soil Strength ..................................................................................10

3.3.6 Visualization of Absolute Displacements ................................................................10

3.4 P

ILE MATERIAL

.................................................................................................................11

3.5 P

ILE

C

ROSS

S

ECTIONS

. .....................................................................................................12

3.6 “L

UMPED

” S

OIL

. ..............................................................................................................13

3.7 S

OIL

D

AMAGE

(

CYCLIC DEGRADATION

). ..........................................................................14

3.8 U

SER

D

EFINED

S

OIL

D

AMPING

. ........................................................................................15

3.9 S

URFACE

L

OAD ON

P

IPE

S

ECTIONS

...................................................................................16

3.10 J

OINT

O

PTIONS

.................................................................................................................17

3.10.1 Short Can Reduction ...............................................................................................17

3.10.2 “Repair” eccentricities. ..........................................................................................18

3.10.3 Local Shell model (SubShell)...................................................................................19

3.10.4 Element degradation (“damage”)...........................................................................20

3.11 B

EAMHING

-> L

INEAR

B

EARING

.......................................................................................21

3.12 SWITCHES,

PECIAL

O

PTIONS

). ...................................................................................22

3.13 U

PDATES

U

SFOS AND

U

TILITY

T

OOLS

..............................................................................24

3.14 N

EW

/

MODIFIED INPUT COMMANDS

...................................................................................24

3.15 D

OCUMENTATION

.............................................................................................................24

Release Notes USFOS version 8-8

USFOS AS 2015-11-01

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1 Introduction

The current official version of

USFOS

is version 8-8 with release date 2015-09-01. The release contains the following:

Release Notes (this

MEMO

)

Updated software

Extended examples library

Updated manuals www.usfos.com

www.usfos.com

www.usfos.com

Except for this

MEMO

, no written information will be distributed in connection with this release.

All information is stored on the

WEB

.

2 Changes in version 8-8

Comparison of 8-8 vs. older

USFOS

versions could give somewhat different results due to: o

Mix of hinges and eccentricities. Hinges are removed if conflict (see also Hin2Elem) o

Different T-Z capacities in tension and compression are accounted for.


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USFOS

version 8-8 - 2015.

3.1 Introduction

Some of the new features are described by examples in this memo, in the examples collection on the web and in the updated manuals.

U

SFOS

8-8 is built on the usual platforms: Win32, Win64,

LINUX

-and MacOSX. The utility software is available on all platforms.

3.2 How to install/ upgrade your

USFOS

version

USFOS

could be upgraded in different ways (as usual): o

Alt 1: Download the new “setup.exe” and u-install/install

USFOS

, (same as for release 8-7).

This operation requires administrator rights on the PC. o

Alt 2: Download module by module and copy into the application folder, (typical

“C:\Program Files\USFOS\bin”. This operation requires write access on C:, but no administrator rights are required since this is just file copy).

Alternative 1 updates all modules and the on-line manuals.

Alternative 2 requires following download and operations:

USFOS

64bit module, unzip and copy into C:\Program Files\

USFOS

\bin xact (complete 64bit package), unzip and copy into C:\Program Files\

USFOS

\bin

USFOS

manual. Copy into C:\Program Files\

USFOS

\bin

Similar procedure is used for other modules, (for example

STRUMAN

,

FAHTS

).

No set-up script is made for

USFOS

8-8 32bit windows. However, version 8-8 becomes available by downloading the central modules (similar to Alternative-2 above): o

USFOS

32bit module, unzip and copy into o xact 32bit, (complete package), unzip and copy into o

USFOS

manual. Copy into

C:\Program Files\

C:\Program Files\

C:\Program Files\

USFOS

USFOS

USFOS

\bin

\bin

\bin


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3.2.3

LINUX

Updated versions of

USFOS

, xact and utility tools are downloaded module-by-module as usual.

3.2.4

MAC

-

OSX

Updated versions of

USFOS

, and utility tools are downloaded module-by-module as usual.


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3.3 Enhanced Graphical User Interface

The graphical user interface (xact) has been enhanced since last year’s release. The GUI version released together with

USFOS

8-8 is “3.0” for the Win-64bit version. The functionality is the same on win32 and win64, but the win64 version has access to more memory and uses QT-4 library.

3.3.1 Updated Preferences. NOTE! Remembers Fringe Range.

The “Preferences” options are updated with following important changes:

1. Current Fringe Range is by default kept after opening a new RAF file if the “keep setting on new files” is ON. This is useful if the user wants a certain min/max range for all states.

The preferences dialogue has an option to switch off this setting.

2. The viewpoint and zoom are kept.

3. The plot size could be customized (remembers last used size. The size could be set manually, for example width x height = 500 x 300)

3.3.2 Visualization of D-T ratio for Pipes

Diameter to thickness ratio is visualized for pipes. All other sections become grey.

Figure 3-1 - Visualization of D-T ratio of pipes


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3.3.3 Verify Slenderness of I-Profiles

U

SFOS

has a function, which shows, graphically, the slenderness (i.e. the opposite of compactness) of the I-cross sections.

The function is based on the AISC-Standard: Specification for Structural Steel Buildings /3/. and performs code checking of the capacity of I-profiles with respect to strong - and weak axis bending, shear loading, compression buckling and lateral torsional buckling. The following colour convention is used to visualize the slenderness/compactness: o

Yellow to Red ( > 0.67) : Slender section.

The cross-sectional behaviour does not conform to the capacity formulations used by

USFOS

. If slender I-profiles are used in secondary or tertiary structural components, the utilization of the cross-section

MUST

be checked by means of the code-checking module in

USFOS

. o

Yellow to Light Blue (0.67 – 0.33) : Semi compact.

Failure may occur earlier than predicted by

USFOS

, and the utilization should be checked by means of the code-checking module in

USFOS

. In order to ensure a high level of robustness, such cross-sections should preferably not be used for important main steel in compression o

Light Blue to Dark Blue (0.33 – 0.0) : Compact.

The cross-sectional behaviour conforms to

USFOS

capacity formulations for all loading conditions. The use of compact sections for primary load-carrying members is recommended

Non-I-Profiles become grey

Slenderness indicated with colour

Figure 3-2 - Global - Verify - Slenderness of I


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Resultant

Figure 3-3 – Different “Slenderness”

LTB

8/24


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3.3.4 Visualization of NonStru and Fracture elements

Non-structural elements are easier to identify when the “Nonstru visible” is selected. Earlier, the nonstru elements became blue if plastic interaction was selected. Now these elements become grey.

Non Structural Elements are visualized with grey colour

Figure 3-4 – Visualization of Plastic Utilization / NonStru elements.

When an element fractures, the element-forces are removed (sent into the end-nodes), and the element is visualized with grey when plastic interaction is selected.

Before Fracture of Diagonal

Figure 3-5 – Fracture elements become grey.

After Fracture of Diagonal


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3.3.5 Visualization of Soil Strength

By default, the sizes of the soil discs are based on the relative strength, where the T-Z capacity is weighted 100 and P-Y is weighed 1.

The user may change this default using the “SWTCHES” command as follows:

' P-Y T-Z

Switches Soil DiscVisual 50 50

' P-Y T-Z

Switches Soil DiscVisual 100 1

Default. 1 to 100

50 – 50

Figure 3-6 - Disc Size for three different weights between P-Y and T-Z.

100 to 1

3.3.6 Visualization of Absolute Displacements

Visualization of displacement ranges from lowest negative (blue) to highest positive (red) if

NODE “Displacement” is selected.

If the user wants the largest deflection to become red, the Abs(Displacement) will visualize the absolute value of the displacement as shown in the figure.

Figure 3-7 – Visualization of Absolute Z-displacement


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3.4 Pile material.

Different pile material along a pile is defined using the command PILEMAT as shown below.

'

' Mat ID E-mod Poiss Yield Density

MISOIEP 1000 2.100E+11 0.3 300E6 7850

MISOIEP 1001 2.100E+11 0.3 600E6 7850

MISOIEP 1002 2.100E+11 0.3 500E6 7850

MISOIEP 1003 2.100E+11 0.3 400E6 7850

'

'

' Pile_id Nodex1 Nodex2 Soil_id Pile_mat Pile_geo Lcoor Imper

PILE 9100 2 3 762 1000 762032 0

' Pile Ztop ZBotm Material

PileMat 9100 0 -3 1001 ! Use mat 1001 from 0 to -3

-3 -6 1002 ! Use mat 1002 from -3 to -6

-6 -10 1003 ! Use mat 1003 from -6 to -10

'

Figure 3-8 - Varying Yield stress along the pipe.

PileMat ALL (instead of PileMat ID) means that all piles get the actual material vs. depth.

This example is found on the web under “foundation”.


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3.5 Pile Cross Sections.

A pile is normally a pipe cross section, and it has been possible to specify different diameter/thick along the pile using the command Pile_D-T.

A new option is available in version 8-8 where different pile cross sections (not limited to pipe section) along a pile is defined using the command PILEGEO ChgCross as shown below.

In this simple example, only pipes are used, but in principle, other section types could be assigned.

'

'

' Opt Pile Ztop ZBotm Geometry

PileGeo ChgCross 9100 0 -3 2001 ! Use geo 2001 from 0 to -3

-3 -6 2002 ! Use geo 2002 from -3 to -6

-6 -10 2003 ! Use geo 2003 from -6 to -10

'

Pipe 2001 0.150 0.050

Pipe 2002 0.150 0.040

Pipe 2003 0.150 0.030

' Pile_id Nodex1 Nodex2 Soil_id Pile_mat Pile_geo Lcoor Imper

PILE 9100 2 3 762 1000 762032 0

'

Figure 3-9 - Varying Pile Cross Section along the pipe.



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3.6 “Lumped” Soil.

If the resultant properties of the foundation are known, a “lumped soil” model could be used. The element is a 1-node spring to ground with non-linear properties (using MREF & ElPlCurve).

The soil curves are defined as follows: o

DOF-1 o

DOF-2 o

DOF-2

: P-Y curve

: P-Y curve (same curve as for DOF-1)

: T-Z curve

The command SpriType Lumpsoil is used to change the 1-node spring to a special lump-soil element.

'

SpriType LumpSoil Elem 1001

' ID Node Mat

Sprng2Gr 1001 1 1000

'

' 1 2 3 rX rY rZ

' P-Y P-Y T-Z

MREF 1000 1001 1001 1003 0 0 0

'

' MatID P d

ElPlCurve 1001 -1001 -1.050

-1000 -0.050

-900 -0.010

900 0.010

1000 0.050

1001 1.010

'

' MatID P d

ElPlCurve 1003 -200E3 -1.000

-100E3 -0.010

100E3 0.010

200E3 1.000

Figure 3-10 – Pipe supported by a “Lump Soil” element.



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3.7 Soil Damage (cyclic degradation).

With the new pile option “CyclDegr” the user may define cyclic degradation of the soil with individual degradation of P-Y and T-Z. Factor 1.0 means the initial soil strength, and linear interpolation is used for the degradation vs. number of cycles. The cycles are derived from the accumulated plastic work, where one ½ cycle is defined as shown in Figure 3-12.

' KeyWord ID Key nCyc Fac

PileOpt CyclDegr 100 T-Z 0 1

1 0.9

5 0.5

10 0.5

'

' KeyWord ID Key nCyc Fac

PileOpt CyclDegr 100 P-Y 0 1

1 0.8

5 0.4

10 0.4

' KeyWord ID Key PileID

PileOpt CyclDegr 100 Assign 9100

T-Z degradation (damage) Accumulated plastic work

Figure 3-11 – Soil degradation as a function of accumulated plastic work.

Force

Displacement

The area under the curve represents the work for one ½ cycle

Figure 3-12 - Definition of work vs. cycle



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3.8 User Defined Soil Damping.

The user may define “dashpot” dampers for the different soil layer as shown below. T-Z and P-Y damping are defined to a certain ID (in the example = 100) and then assigned to the actual pile(s).

'

' ----------------------------------------------------------------------

' Define Pile Options and Assign to Pile 1001

' ----------------------------------------------------------------------

' KeyWord ID Type Z Fac

PileOpt SoilDamp 100 P-Y 0 1E4/100

-1 1E4/100

-2 1E4/100

-80 1E4/100

' KeyWord ID Type Z Fac

PileOpt SoilDamp 100 T-Z 0 1E4/100

-1 1E4/100

-2 1E4/100

-80 1E4/100

' KeyWord ID Type PileID ....

PileOpt SoilDamp 100 Assign 1001

Figure 3-13 – User defined soil damping.



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3.9 Surface Load on Pipe Sections

A conventional NODELOAD is applied on the Node. If the user wants to account for the denting of the tube wall, the new SurfImp load could be used.

In the example, element 1 (which goes from node 1 to 2) gets a surface impact load of 1MN in Xdirection at mid-span (end-3). The extent of the impact zone is 0.1m.

'

' Key LCase Type ElemID End Extent Fx Fy Fz

SurfImp LoadCase 3 Elem 1 3 0.1 1E6 0 0

Element is split into two since load attacks in the middle, (“end-3”)

Special springs are inserted between the load and the beam centre.

Original Element goes from node 1 to node 2.

Figure 3-14 - Modified model. Extra elements are inserted automatically.

A special “attach” option makes it possible to create surface impact between different structures.

This example is found on the web under “basic loads”.


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3.10 Joint Options

17/24

If the can is shorter than a certain length, the strength of the can is reduced. The user may either use the automatic option, where

USFOS

derives the parameters from the FE model, or speficy the parameters explicitly.

' '

Switches Joint ShortCan ON ! Automatic ShortCan detection

'

Figure 3-15 – Automatic detection of Short Can Reduction parameters

' ---------------------------------------------------------

' Define Chord Geometries

' ---------------------------------------------------------

'

' KeyWord Value ListType JointID

JntOption CanLength 0.400 Joint 100 110

JntOption CanLength 0.200 Joint 90 60

'

' KeyWord Value ListType JointID

JntOption CanThick 0.010 Joint 100 110

JntOption CanThick 0.005 Joint 60 90

'

JntOption CanDiam 0.500 Joint 100 110

JntOption CanDiam 0.150 Joint 60

'

' KeyWord Value ListType JointID BraceID

JntOption CanLength 0.350 Connection 100 130

Figure 3-16 - Manual definition of Short Can Reduction parameters

Figure 3-17 - Joint with Can


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If the FE model has defined eccentricities in an “unfavourable” way (brace flushes the chord surface), this has negative side effects on the special joint element, which is inserted between the chord centre and the brace. The new “Switches Joint” command “EccUpd ON” will update the eccentricities are shown in Figure 3-18. The special element will go to the chord surface, where it meets the brace.

' '

Switches Joint EccUpd ON ! Automatic eccentricity Repair

'

Original Offset goes to chord surface

Updated Offset goes to chord centre.

Figure 3-18 - Original and updated eccentricity

Users Model.

Brace Flushes leg surface

Default model. Eccentricity is kept, but special element becomes short.

New model. Eccentricity is moved into chord axis. Special element gets sufficient length and original brace flushes the chord surface

Figure 3-19 – T-joint with joint model. Default and new handling of offsets.

This example is found on the web under Joints.


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3.10.3 Local Shell model (SubShell).

If the user wants to represent a beam with shells, the new “DumpFEM” option will generate a shell model for the selected element. The shell model contains the followings: o

Shell elements and properties derived from the original beam element o

Transition from shell to beam axis o

Original beam is set “NonStru”.

Such analyses have two steps:

1. Generate the local shell model using the “SubShell” command

2. Include the generated shell model (for example using the “opt” input file)

' ID KeyWord

SUBSHELL 2 DumpFEM

'

'

' nLeng ncirc

MESHPIPE 36 36 '

'

Users Model.

Figure 3-20 – Local Shell model.

Generated shell model.

Assembled model


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3.10.4 Element degradation (“damage”)

The user may define different ways to degrade the strength of a beam element. The Damage command has several options: o

After a certain load case (static) o

According to a time history (dynamic) o

As a function of accumulated plastic work (normalized).

The example shows the input to the “PlastWork” option, where two general material curves are used to define the degradation for E-mod and Yield. For Plastic work less than W1, no damage is applied, and is kept constant for work > W2.

'

' Type DamE DamY ListTyp Ids

Damage PlastWork 101 102 Mat 1

'

' MatID Type Curv W1 W2 Fac

Material 101 General S_Curv 0.1 0.5 0.10 ! E-Mod

Material 102 General S_Curv 0.1 0.5 0.90 ! Yield

Figure 3-21 - Degradation of Yield strength as a function of plastic work.


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3.11 Beamhing -> Linear Bearing

Beam hinges are by default handled using “static condensing” of the internal forces. Alternatively, the hinge could be represented by one extra “bearing” element and one extra node per beam end with hinge. These extra nodes and elements are created automatically if the Switches command shown below is defined.

It is also possible to give the released degrees of freedom some elastic stiffness (the “release” option). The default is zero stiffness for the hinge degrees of freedom.

The “fixed” (non-hinged) degrees of freedom are given a high stiffens (derived from the actual beam element’s stiffness), but the user may specify this stiffness (the HingStiff option).

' < end 1 > < end 2 > ElemID

BeamHing 1 1 1 1 0 0 1 1 1 1 0 0 1

' key1 Key2 opt

Switches FE_Model Hing2Elm ON

Switches FE_Model Hing2Elm HingStiff 1E9

Switches FE_Model Hing2Elm Release 1E3

Switches FE_Model Hing2Elm IdAdd 7700000

In the example, one extra node and one extra element are inserted in both ends of beam element 1.

The user may control the node- and element IDs, (the “IdAdd” option). By default, the number

7700000 is added to the generated nodes and elements.

Figure 3-22 - Original model (left) and modified (right).


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3.12 SWITCHES, (Special Options).

The command “SWITCHES” was introduced in 8-5 to switch on special options and is extended in version 8-8. Following “Switches” commands are available, (sub keys in bold are new):

KeyWord SubKey Value

General

IndefLimit

Description

Min / Max imperfection (in CINIDEF).

Default

0.05 / 1%

Defaults

WaveData

NodeData

StatusPrint

Iterations

Write

Solution

Version

TimeInc

NoDoppler

NoStore

TidalLevel

Accuracy

SeaDim

DoublyDef

MaxElem

RLF_Calc

FE_Model

ver val

-

850: switch to version 8-5 defaults

Time between each hydrodyn calc.

Switches OFF Doppler effects.

Switches OFF storing of wave data for visualize. val

X , Y-dim

Change accuracy. 0: old accur, 1: new accur

Specify size of sea surface used in xact

Stream Function order 10

ON/OFF ON: Accept doubly defined nodes with same coo OFF

1

2

λ

- val

IDAdd

Case stp

Max element in status print

Activate “Residual Load Factor” method

Writes deformed FE model at given case stp

10

OFF

OFF

LinDepAlt

- Writes ZL-springs for each BLINDP2

FracRepeat

MxRep Max repeat

PlateEdge

ON/OFF

Avoiding I-girder to buckle about weak axis if the beam element is attached to a plate element

870

Every

ON

ON

0

Off

10

OFF

StrainCalc

Results

WindData

EarthQuake

InclDent

ON/OFF OFF: not included. ON: included

Algorithm

Val 0: old. 2: new, incremental.

Visualization

ON/OFF Including Gradients. ON/OFF

ShellComp

ReynDep

Delay

Stretch

Val Number of shell results

Specify X Y Z for overturn moment calculation

ON/OFF Switch to Reynolds-number dependent Cd

Val Delays earthquake with specified time

Val Stretches the motion history with specified value

0.02

ON

2

ON

5

Estim.

OFF

0

1


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KeyWord SubKey Value Description Default

Joint ShortCan

Detect and account for short can effect

EccUpdate

“Repair” joint ecc to avoid short joint elements

Location of joint surface node. 1.0 is on leg surf.

FE_Model Hing2Elm ON/OFF Replace BEAMHING with ZL-spring

Hing2Elm

Specify Stf of “fixed” dofs

Hing2Elm

Specify Stf of released dofs.

OFF

OFF

1.2

OFF

Estim.

0.0

Specify number to be added to generated IDs 77E6

Specify PY and TZ relative weight factor for size 1 100


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3.13 Updates Usfos and Utility Tools

News, corrections and updates are described on the web, and it is recommended to check the following link: http://www.usfos.no/news/index.html

3.14 New/modified input commands

Since last main release (8-7), following input identifiers are added/extended:

DAMAGE

: New command : Defines reduced capacity / gradual fracture

PILEMAT

SPRITYPE

SURFIMP

:

:

:

New command

New command

New command

: Defining different pile material along pile

: LumpSoil

: Load attacking surface of a pipe

PILEOPT

: Extended

: Cyclic Degradation, Soil Damping

PILEGEO

: Extended

: Change cross section type for pile

3.15 Documentation

The following documentation, (updated or new), is available on the web:

User’s

Examples : New examples on the web


USFOS AS 2015-11-01

No results