Civil2016 v11 Release Note

7/25/2019 Civil2016 v11 Release Note

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DESIGN OF CIVIL STRUCTURESI n t e g r a t e d S o l u t i o n S y s t e m f o r B r i d g e a n d C i v i l E n g i n e e r i n g

Release NoteRelease Date : SEP. 1, 2015

Product Ver. : Civil 2016 (v1.1)



Enhancements

(1) UK special vehicles to BD 86/11 for the assessment of highway bridges and structures

(2) Improvement of steel composite design to AASHTO LRFD 2012

(3) Effective section properties due to plate buckling to EN 1993-1-5 for composite plate girder and box girder

(4) Self-restraint stresses of steel-concrete composite section

(5) Cable force optimization for a cable-stayed bridge considering both large displacement and creep/shrinkage

(6) Improvement in load sequence for nonlinear analysis function

(7) Pushover & time history analysis considering geometric nonlinearity

(8) Asymmetrical composite section (Steel-I type 2)

(9) Effective width of slab to SNiP 2.05.03-84* and SP 35.13330.2011

(10) Temperature gradient on composite plate girder section to SNiP 2.05.03-84* / SP 35.13330.2011

(11) Implementation of PSC design to IRC:112-2011

Analysis & Design 3

Pre & Post-Processing

(1) Pre/Post Tensioned Composite Girder Bridge wizard

(2) Improvement of Rail Track Analysis Model Wizard

(3) Addition of creep, shrinkage & elastic modulus database to CEB FIP 2010

(4) User-defined relaxation

(5) Volume-surface ratio for Composite Section for Construction Stage

(6) Improvement in Local Direction force Sum

(7) Improvement in steel material DB (EC3 Singapore NA)

(8) Improvement in Pressure Load input method

(9) Revit 2016 Interface

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Civil 2016 (v1.1) Release NCivil 2016 Analysis & Design

SV 80, SV 100, SV 150, SV 196, SV-Train

SOV 250, SOV 350, SOV 450, SOV 600

Dynamic Amplification Factor

Overload factor (Auto calculation or user input)

Distance between special vehicle and HA UDL depending on vehicle speed (Normal or low)

Partial factors for load combinations

Straddling of special vehicle

Application of special vehicle combined with HA loadings

Lane factors for HA loadings

Loads > Moving Loads > BS

1. UK special vehicles to BD 86/11 for the assessment of h ighway br idges and structures

Application of type SV or SOV and associated type HA loading



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Dynamic Amplification Factor

Overload Factor



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Lane factor for HA loading

Lane 1 1.0

Lane 2 1.0

Lane 3 0.5

Lane 4 and subsequent 0.4


Appl ication o f type SV or SOV and

associated type HA loading




Partial factors for load combinations

ULS

Combination 1 ULS

Combination 2 & 3

Special Load

Standard Load 1.11.3

1.01.3

SLSCombination 1

SLSCombination 2 & 3

Special Load

Standard Load 1.01.0

1.01.0





2. Improvement of steel composi te design to AASHTO LRFD 2012

Design > Composi te Design > Design Result Tables > Span Checking

Design > Composite Design > Excel Report…

In the previous version, the ‘Span Checking’ table results did not take into account support when defining spans. This is improved in Civil 2016 (v1.1).

By defining Span Information, when a girder is divided into several elements between cross beams, the unbraced lengths of each element are automatically determined based on

the spacing of cross beams, and the design moment of an element is taken as the maximum moment among the elements which are located between the cross beams.

Bending Moments of element 29, 31 and 33

Design Bending Moments of element 31 taken from element 33

When one girder group consisted of two spans,

in the previous version, span checking results

were provided as if the girder group consisted

of one span.

Civil 2016 (v1.1):

Span Checking results are provided for two spans.




2. Improvement of steel composite design to AASHTO LRFD 2012 (Bearing sti ffener design)

Design > Composite Design > Transverse Stiffener

Bearing stiffeners are required to resist the bearing reactions or other concentrated loads, either in the final state or during construction.

For plate girders, bearing stiffeners are required to be placed on the webs at all bearing locations and at all locations supporting concentrated loads.

Check on the 'Bearing' to define the bearing stiffener of steel composite section selected from the Target Section & Element List.




Effective section properties of class 4 composite cross-section due to plate buckling are provided in a table format after performing design as per EN 1994-2.

These are provided for both composite plate girder and composite box girder.

For the bottom flange of composite box girder under negative moment,

the final reduction factor ρc , which takes into account the interaction

between plate and column buckling is also shown in this table.

Design > Composite Design > Design Result Tables > Bending Resistance

3. Effective section properties due to plate buckling to EN 1993-1-5 for composite plate girder and box gi rder

Non-effective zone


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In steel-concrete composite beams, due to compatibility conditions, creep and shrinkage of concrete part of the cross-section (concrete slab) results in a redistribution of stresses.

When deformation of shortening happens in the concrete part, the steel part of the cross-section prevents free deformation of concrete. As a result of restrained deformation,

tensile stresses appear in concrete slab, Due to equilibrium, compressive stresses in the steel part of cross-section appear as well. Also, these self-restraint stresses of composite

sections can occur due to nonlinear temperature gradient in the cross-section.

These self-restraint stresses of composite sections can be checked in the Results > Result Tables > Composite Section for C.S. > Self-Constraint Force & Stress.

Stress results obtained from all other menus correspond to the summation of self-restraint stresses and stresses due to external forces which will occur in the indeterminate

structures.

The ‘Self-Constraint Force & Stress’ table will be inactivated if the ‘Self-Constraint Forces and Stresses’ option in the ‘Construction Stage Analysis Control Data’ dialog is checked

off.

Results > Result Tables > Composi te Section for C.S. > Self-Constraint Force & Stress

4. Self-restraint stresses of steel-concrete composite section

Distribution of self-restraint stresses due to shrinkage




midas Civil provides two special features to optimize cable forces for a cable-stayed bridge, i.e. Lack-of-Fit Force and Unknown Load Factor. The required pretension in the cables

during construction can be obtained using one of the above features. The Lack-of-Fit Force function can take into account the effect of large displacement but not creep/shrinkage

effect. The Unknown Load Factor function can take into account the creep/shrinkage effect but not large displacement.

In this version, however, the Unknown Load Factor function is improved to consider both creep/shrinkage effect and large displacement.

In the construction stage analysis with the effect of large displacement, the effects of all the construction stage load cases such as Dead Load, Erection Load, Tendon

Primary/Secondary, Creep Secondary and Shrinkage Secondary will be combined into one load case which is the Summation (CS) load case. In order to perform cable

optimization, the effects of cable tensioning should be separated from the other effects including creep/shrinkage. This can be done by one of the two ways:

1) Create a stage in which only cables are activated and the stage duration is zero and specify the stage as ‘Unknown’ in the Unknown Load Factor function. This needs to be done

for each cable which will be activated at different stages.

2) Save results for ‘Additional Steps’ as well as ‘Stage’ in the Construction Stage dialog and activate cables at the first step of a stage and specify the step as ‘Unknown’ in the

Unknown Load Factor function. This needs to be done for each cable which will be activated at different stages.

Results > Bridge > Cable Control > Unknown Load Factor

5. Cable force optimization for a cable-stayed bridge considering both large displacement and creep/shrinkage




Analysis > Nonlinear Analysis Control

Load > Settlement/Misc. > Load Sequence for Nonlinear

Loading Sequence

in Nonlinear Analysis

Nonlinear Analysis Control

6. Improvement in load sequence for nonlinear analysis function In nonlinear analysis, the sequence of applying loads can be defined in Loading Sequence for Nonlinear Analysis. In the previous version, loading sequence was effective only

when Newton-Raphson was selected as Iteration Method. In the new version, loading sequence can be used when Displacement-Control is selected as Iteration Method.

In one model, both Displacement-Control and Newton-Raphson iteration method can be used. It will be useful when Newton-Raphson method is used for dead load and

Displacement-Control method is used for lateral loads.



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Pushover > Pushover Global Control

Load > Dynamic Loads > Time History Analysis Data > Load case

Pushover Global Control Time History Load Case

7. Pushover & time history analysis considering geometric nonlinearity The geometric nonlinear effect due to large displacement can be reflected in pushover analysis and time history analysis.

This option will be extremely useful for spatial structure and specialty structure for which large deformation is expected as well as RC and steel structures with high-ductility in

seismic analysis.



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Asymmetrical section can be defined for the composite plate girders using the Steel-I (Type 2) section.

This will be useful when creating exterior girders for the grillage model of the composite girder bridges.

Steel Composite Girder Wizard does not support Steel-I (Type 2) section.

Design of steel composite girder defined with Steel-I (Type 2) section is provided only for SNiP/SP

design codes. As for the Steel-I (Type 1) section, the design to SNiP/SP design code is not supported.

Properties > Section > Section Properties

8. Asymmetrical composite section (Steel-I type 2)

C



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Effective slab width is automatically calculated and considered in the calculation of bending stresses for composite steel plate girder.

Code reference: 5.15 of SNiP 2.05.03-84* and 9.15 of SP 35.13330.2011.

From the section of the girder defined in Span Information, Effective Width automatically calculates the moment of inertia (Iyy) about the y-axis and checks the sectional stresses

reflecting the effective width. A scale factor of the new moment of inertia and neutral axis to the original moment of inertia and neutral axis is created.

This generates the data for Boundary>Effective Width Scale Factor .

Current limitation: Auto-calculation of effective width supports Steel-I type 2 section only.

The effective width scale factors calculated here do not support construction stage analysis.

Structure > Composite Bridge > Effective Width

9. Effect ive width of slab to SNiP 2.05.03-84* and SP 35.13330.2011

Ci il 2016



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Temperature gradient on the cross-section of composite plate girder can automatically be calculated and assigned to the elements.

SNiP 2.05.03-84* and SP 35.13330.2011 are supported.

Tapered section is not supported.

Load > Temp./Prestress > Temperature Loads > Beam Section Temp.

10. Temperature gradient on composite plate girder sect ion to SNiP 2.05.03-84* / SP 35.13330.2011

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Design Parameter

11. Implementation of PSC design to IRC:112-2011

PSC > Design Parameter > IRC:112-2011

Modify Design parameter

PSC section design is available as per IRC:112-2011.

Ultimate limit state (bending, shear, torsional resistance) and serviceability limit state can be checked.

Excel Report

Civil 2016 P & P t P i



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Civil 2016 (v1.1) Release NCivil 2016 Pre & Post-Processing

Layout: Defining the basic geometry of a bridge

• Girder type and modeling type

• Span and bridge with various type of girder alignment• Boundary & substructure condition

Section: Defining section and location of girder and diaphragm

• Transverse deck element

• Position of diaphragm & girder, section information

Tendon: Defining various pre/post tendon profile

• Different type of tendon profile (Straight, Harped, Curved)

• Tendon assignment list and jacking stress

Construction Stage: Defining detailed construction sequence

• Girder splice sequence and temporary support conditions

• Reinforcement of deck

1. Pre/Post Tensioned Composite Girder Bridge wizard

Structure > Wizard > Prestressed Composite Bridge

The Prestressed Composite Bridge Wizard is to generate 3D finite models with ease in a relatively short time. Precast girder and Splice girder bridges can be modeled with various

pre stressing conditions and construction stages.

Both frame and plate elements can be used for modeling. Loadings and construction sequences can also be defined using the straightforward inputs and intuitive interface of the

wizard.

Load: Defining dead and live loads

• Before and after composite dead loads

• Live loads

Civil 2016 Pre & Post Processing



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Various Load Type

Various type of girder alignment

Tendon assignment table

Girder Spacing Alignment < Precast Girder type only>

Same Spacing

Each support line is parallel to each other.

Offset Spacing

Skew angles are the same at each support.

Wet Concrete Load

< Before Composite >

Barrier Load

< After Composite >

Wearing Surface

Load

Barrier Load

Deck as plate model

Girder Arrangement < Splice Girder Type only>

Line Girder Type

Girders are straight regardless of the bridge curvature.

Curved Girder Type

Girders are arranged along the bridge curve.

Same Spacing

Offset Spacing

Civil 2016 Pre & Post Processing



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Remove Temporary Supports Stage

Post-tensioning Stage

Splice Girder Bridge Construction Stage

Temporary Support

Erect End Segment Stage

Erect Haunch Segment Stage

Erect Drop-in Segment Stage

SP1

SP4

SP2SP3

Ci il 2016 ( 1 1) R l NCivil 2016 Pre & Post-Processing



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Civil 2016 (v1.1) Release NCivil 2016 Pre & Post Processing

Single Span Box Girder Bridge

Precast 2 span I girder bridge

Straight Strands

3 Span Splice I girder bridge

Curved Splice U type girder bridge

Erecttemporary support

& U girder

Cast Deck &

post tensioning

ErectSupport Segment

Erect

End & Drop in Segment

Various modeling examples using

Pre stressed Composite Girder Wizard

Civil 2016 (v1 1) Release NCivil 2016 Pre & Post-Processing



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Civil 2016 (v1.1) Release NCivil 2016 Pre & Post Processing

Structure > Wizard > Rail Track Analysis Model

2. Unloading/Reloading of ML Elastic Link (Rail Track Analysis Model)

Unloaded Stiffness

Temperature load

Rail

Bridge deckMulti-linear

Elastic link

Ground

Train load

RailUnloaded Stiffness Unloaded StiffnessLoaded Stiffness

Ground

Stage 1: Unloaded

Stage 2: Loaded

Unloaded Stiffness

20kN

2mm

Loaded Stiffness

2mm

60kN

In case when Multi-linear link changes from 'unloaded' to 'loaded'. In case when Multi-linear link changes from 'unloaded' to 'unloaded‘.

Stage 1: The force of ML link reaches yielding.

Stage 2: ML link is subjected to additional loads in the same direction.


Stage 2: ML link is subjected to additional loads in the same direction.


Stage 2: ML link is subjected to additional loads in the opposite direction.


Stage 2: ML link is subjected to additional loads in the opposite direction.Previous version

Improved

The unloading / reloading behavior of ML Elastic Link is improved as shown below.

Civil 2016 (v1 1) Release NCivil 2016 Pre & Post-Processing



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Civil 2016 (v1.1) Release NCivil 2016 g

In the previous versions, one same eccentricity between rail and slab was allowed along the whole bridge.

In Civil 2016 (v1.1), different bridge section types with different eccentricities along the bridge can be

modeled with the Rail Track Analysis Model wizard.


2. Different eccentricit ies between spans (Rail Track Analysis Model)




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Civil 2016 (v1.1) Release Ng

For the design of continuous welded rail by performing rail-structure interaction, the maximum axial stress in the rail and the maximum relative displacement of the expansion joints

between decks due to moving train loads should be limited.

RTAM wizard generates many model files depending on the location of trains specified by the user.

In the previous versions, the node / element numbers did not matching between model files generated by the wizard, which made it difficult for the user to handle the results

obtained from each model file.

In Civil 2016 (v1.1), this is improved by assigning identical node / element numbers between model files generated by the wizard.


2. Convenient result data processing (Rail Track Analysis Model)

1 2

6 7 8 9 1054321 11

6543 7 8 9 10

6 7 8 9 1054321 11

6 7 8 9 1054321 11

Model file 1Model file 1

Model file 2 Model file 2

Civil 2016 (v1.1)Previous version




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( )

Properties > Creep/Shrinkage

Properties > Compressive Strength

Load > Temp./Prestress > Tendon Property

Creep/Shrinkage

3. Addit ion of creep, shrinkage & elastic modulus database to CEB FIP 2010 Time dependent creep, shrinkage and elastic modulus for concrete can be defined as per CEB FIP 2010. The properties are applied to construction stage analysis and heat of

hydration analysis.

Tendon relaxation as per CEB FIP 2010 and 1990 are now available. Based on the loss rate at 1000 hours defined by the user, prestress loss due to steel relaxation is

determined.

Compressive Strength

Relaxation Coefficient




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Properties > User Defined

Load > Temp./Prestress > Tendon Property

Tendon Property

User Defined Relaxation

4. User-defined relaxation Tendon relaxation function can be defined by the user and it can be applied to the tendon relaxation loss calculation. The relaxation value can be defined as the relaxation ratio

based on the initial jacking force defined in Tendon Prestress Load. For the long-term relaxation loss, the program assumes the relaxation is constant after the final relaxation rate

defined by the user. It will be very useful to apply various national standard of tendon relaxation.

User defined relaxation can be entered by relaxation rate and hour/day relation. It can be entered by copy and paste from MS Excel or import in *.TDM file.




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Load > Construct ion Stage > Composite Section for C.S.

Composite Section for Construction Stage

Composite Section Properties

5. Volume-surface ratio for Composi te Section for Construct ion Stage When the creep and shrinkage of concrete are defined according to ACI or PCA, the volume-surface ratio can be defined for each part. In the previous version, there was no

function to apply v/s ratio by part. Therefore identical value for each part was applied defined in Time Dependent Material > Creep/Shrinkage or Time Dependent Material




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Results > Detail > Local Direction Force Sum

Local Direction Force Sum Table

Local Direction Force Sum Text OutputLocal Direction Force Sum

6. Improvement in Local Direction force Sum Local Direction Force Sum can now consider Response Spectrum load case for Beam, Plate & Solid model. In the previous version, if beam elements are included in the desired

cross section, the program could not calculate the resultant force due to Response Spectrum load cases.




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Properties > Material Properties

Material Properties

7. Improvement in s teel material DB (EC3 Singapore NA) Steel material data base for Class 2 & 3 as per BC1:12, Appendix A has been implemented.




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Load > Static Load > Pressure Loads > Define Pressure Load Type

Load > Static Load > Pressure Loads > Assign Pressure Load

Define Pressure Load Type Assigned Pressure Load

8. Improvement in Pressure Load input method Although the pressure loads such as dead, live, roof and snow loads have different values, they share the common loading areas. In order to avoid laborious repetitions and

expedite the loading data entry process, midas Gen distinguishes the commands for the definition of pressure loads and the application of pressure loads.




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Functions Revit <> Civil

Linear

Elements

Structural Column <>

Beam <>

Brace <>

Curved Beam >

Beam System >

Truss >

Planar

Elements

Foundation Slab <>

Structural Floor <>

Structural Wall <>

Wall Opening & Window >

Door >

Vertical or Shaft Opening >

Boundary

Offset >

Rigid Link >

Cross-Section Rotation >

End Release >

Isolated Foundation Support >

Point Boundary Condition >

Line Boundary Condition >

Wall Foundation >

Area Boundary Condition >

Load

Load Nature >

Load Case >

Load Combination >

Hosted Point Load >

Hosted Line Load >

Hosted Area Load >

Other

Parameters

Material <>

Level >

Send Model to midas Civil

Revit 2016 Civil 2016

9. Revit 2016 Interface

• Using Midas Link for Revit Structure, direct data transfer between midas Civil and Revit 2016 is available for Building Information Modeling (BIM) workflow. Midas Link for Revit

Structure enables us to directly transfer a Revit model data to midas Civil, and deliver it back to the Revit model file. It is provided as an Add-In module in Revit Structure and

midas Civil text file (*.mct) is used for the roundtrip.

File > Import > MIDAS/Civil MCT File

File > Export > MIDAS/Civil MCT File

Documents

Civil2016 v11 Release Note