Civil2016 v21 Release Note.pdf

8/18/2019 Civil2016 v21 Release Note.pdf

1/33

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 : March. 2016

Product Ver. : Civil 2016 (v2.1)


2/33

Enhancements

1) Material Nonlinear Analysis with Beam Elements

2) Material nonlinear analysis of a layer in plate elements

3) Triple Friction Pendulum Isolator

4) Multi-Threading Analysis Solver for Moving Load Analysis

5) Warping DOF for Moving Load Analysis

6) Tendon Location for Composite Section

7) Traffic Lane Optimization within user-defined lane width (Eurocode, BS)

8) PSC Composite Section Design to EN 1992-2

9) Composite Steel Tub/Box Section Design to EN 1994-2

10) PSC Composite Section Design to AASHTO LRFD12

11) PSC Composite Section Rating to AASHTO LRFR

12) PSC Composite Section Design to IRC 112-2012

13) Reinforce Concrete Section Design to IRC 112-2011

Analysis & Design 3

Pre & Post-Processing

1) Von-Mises & Maximum Shear Stress Contour in Model View

2) New Section and Material Database for Cold-formed Steel

3) Nodal Coordinate Table in UCS

4) Improvement on Plate Local Axis

5) Improvement on Soil Pressure

6) Different Unit Setting for Tables and Graphs in Dynamic Report

7) Improvement on the calculation of Section Properties

23


3/33

3 /

Civil 2016 (v2.1) Release NCivil 2016 Pre & Post-Processing

1. Material Nonlinear Analysis with Beam Elements

Properties > Plastic Material > von-Mises

Results > Forces > Beam Forces/Moments

• Stress resultant beam model is introduced to apply beam elements in the material nonlinear analysis. Thus, not only plate elements but also beam elements can be used for the analysis

in which both geometric nonlinear effect and material nonlinear effect need to be taken into account. This feature would be useful for the nonlinear stability analysis of U-frame steel

bridges which are often simulated using both beam elements and plate elements to represent cross beams and main girders, respectively. The previous version could not solve this type

of model.

• The von Mises yield criterion is used as the basis of the model.

• The stress-strain curve is linear elastic/perfectly plastic (i.e. zero hardening).

• Plastic axial force and plastic bending moment about major axis and minor axis are only calculated.

• The coupled effect between axial force and moment is not considered.

• Non-composite steel section is only supported. (Channel, I-Section, T-Section, Box, Pipe, Rectangle, Round section only.)

Plastic axial hinges in the beam elements

U-frame steel bridge


4/33

4 /


2. Material nonlinear analysis of a layer in plate elements

Properties > Plastic Material

Anal ysi s > Analysis Control > Nonlinear Analysis

• Algorithm of material nonlinear analysis of a layer of plate element is updated from 3-dimensional condition base (five stress components and zero transverse normal stress and strain)

to plane stress condition base (three in-plane stress and zero transverse normal stress and non-zero transverse normal strain).

Assumption of zero transverse normal strain of previous algorithm has some restrain on the in-plane deformation in a layer. Therefore, stiffness of a layer could be over estimated in the

previous version.

• Due to this change, the results of material nonlinear analysis in this version may be a bit different from the previous versions depending on the model.

Constitutive relation : stress resultant vs. strains

Thickness

xσ

xσ

yσ

yσ

xyσ xy

σ

xyσ

xyσ

it

1

2

3

i

n

x

y

z

0

11 12 16 11 12 160

12 22 26 12 22 26

0

16 26 66 16 26 66

11 12 16 11 12 16

12 22 26 12 22 26

16 26 66 16 26 66

&

x x

y y

xy xy

x x

y y

xy xy

Membrane Bending

N A A A B B B

N A A A B B B

N A A A B B B

M B B B D D D

M B B B D D D

M B B B D D D

ε ε

ε

κ

κ

κ

=

( ) ( )

( )

2 ( ) 2

2

Integration throught thicknessusing simpson rule

, , 1, ,

56

Shear modulus, thickness5

6

hk

ij ij ij ijh

xz xz

yz yz

A B D Q z z dz

Shear

Gt V G t

V Gt

γ

γ

−

=

= = =

∫

Layered model of a plate for material nonlinearity


5/33 5 /


2. Material nonlinear analysis of a layer in plate elements (continued)

Update material elasto-plastic behavior in a layer

Previous version : 3-dimensional base

( )

( )

( )

( )

2

1

1

16

2 51 1 0, 0

2

12

xx xx

yy yy

xy xy

zz zz xz xz

yz yz

Plate

E

ν

ν σ ε

ν σ ε κ

σ γ ν ν σ ε σ γ

κ σ γ

ν κ

− = = − − = = −

Updated version : plane stress base

{ }, 0, 0 xx yy xy zz zzσ σ σ σ ε = ≠

{ }, 0 xx yy xy xz yz zz zzσ σ σ σ σ σ ε = =

( )2

1

11

1

2

xx xx

yy xx

xy xy

PlaneStress condition

E

σ ν ε

σ ν ε ν

σ ν γ

= − −

( ) ( )

Usingintegrationalgorithmfor a Axisymmetriccondition with added strain

1

1

1 21 1 2

2

1

Added strain

xx xx

yy yy

xy xy

e tr

Axisymmetriccondition

E

θθ θθ

θθ

ν ν σ ε

ν ν σ ε

ν σ γ ν ν

σ ε ν

ε

− −

= −+ −

−

= ( )

( ) ( )44

44

1

1 1 2

Iteration for required Consition 0

e tr E D

D

θθ θθ

θθ

ν σ ε

ν ν

σ

−− = + −

=

-. Computational method for plasticity – theory and applications Ch. 9 (DRJ Owen 2008)-. Structural analysis of laminated anisotropic plates (James M. Whitney 1987)


6/33 6 /


3. Triple Friction Pendulum Isolator

Boundary > Lin k > General Link > General Lin k Properties

• The Triple Friction Pendulum Isolator (TFPI) is now implemented. The TFPI exhibits multiple changes in stiffness and strength with increasing amplitude of displacement. It is known that

the TFPI offers better seismic performance, lower bearing costs, and lower construction costs as compared to conventional seismic isolation technology. The properties of each of the

bearing’s three pendulums are chosen to become sequentially active at different earthquake strengths. As the ground motions become stronger, the bearing displacements increase. At

greater displacements, the effective pendulum length and effective damping increase, resulting in lower seismic forces and bearing displacements.

Triple Pendulum Bearing


7/33 7 /


3. Triple Friction Pendulum Isolator (continued)

Behavior of Triple Friction Pendulum Isolator (Sliding Regime I)

• Displaced shape

• Free body d iagrams of the tr iple FP

Sliding occurs on surface 2 and 3 only.

Motion has not yet been initiated on surfaces 1 and 4.

W : Axial Force

-60

-40

-20

0

20

40

60

-0.002 -0.001 0 0.001 0.002

F o r c e

( k N )

Displacement (m)

Force-Displacement


8/33 8 /



Behavior of Triple Friction Pendulum Isolator (Sliding Regime II)

• Displaced shape


Sliding occurs on surface 1 and 3.

Motion has not yet been initiated on surface 4, and there is constant

displacement on surface 2.

-150

-100

-50

0

50

100

150

-0.03 -0.02 -0.01 0 0.01 0.02 0.03

F o r c e ( k N )

Displacement (m)

Force-Displacement

F=50 F=100


9/33 9 /



Behavior of Triple Friction Pendulum Isolator (Sliding Regime III)

-250

-200

-150

-100

-50

0

50

100

150

200

250

-0.12 -0.08 -0.04 0 0.04 0.08 0.12

F o r c e ( k N )

Displacement (m)

Force-Displacement

F=50 F=100 F=200

Sliding stop on surface 3 and starts on surface 4.

Sliding on surface 1 and 4.


10/3310 /



Behavior of Triple Friction Pendulum Isolator (Sliding Regime IV)

• Displaced shape


The slider is on the displacement restrainer on surface 1.

Sliding occurs on surface 2 and 4, and the displacement on surface 3 remains

constant.

-300

-200

-100

0

100

200

300

-0.15 -0.1 -0.05 0 0.05 0.1 0.15

F o r c e ( k N )

Displacement (m)

Force-Displacement

F=50 F=100 F=200 F=250


11/3311 /



Behavior of Triple Friction Pendulum Isolator (Sliding Regime V)

-500

-400

-300

-200

-100

0

100

200

300

400

500

-0.15 -0.1 -0.05 0 0.05 0.1 0.15

F o r c e ( k N )

Displacement (m)

Force-Displacement

F=50 F=100 F=200 F=250 F=400


12/33

12 /



TFP Shear Force-Displacement history under ground acceleration


13/33

13 /


4. Multi-Threading Analysis Solver for Moving Load Analysis

Multi-Threading Solver

• The analysis speed of Moving Load Analysis can be much more increased by fully utilizing all cores/CPUs.

Previous version Civil 2016 (v2.1)

Number of nodes: 426

Number of element:- 408 beam elements

- 46 truss elements

Lane Type: Traffic Line Lane

Almost 3 times faster!


14/33

14 /


5. Warping DOF for Moving Load Analysis

• Warping degree of freedom of beam element type is now taken into account for Moving Load Analysis.

• Applicable analysis types: Linear Static , Eigenvalue , Buckling, Response Spectrum, Construction Stage Analysis, Moving Load Analysis

Warping Torsion

Result Table

Properties > Section Properties

Load > Moving Load > Moving Load Analysis Data


15/33

15 /


• When calculating section properties of the prestressed girder, a net section with duct areas excluded can be applied depending on the option. In case when tendons were assigned to

composite sections, in the previous version, the program assumed that tendon profiles passed through Part 1 of the composite section, which sometimes caused the problem.

• In the new version, the user can specify a part of composite section, through which a selected tendon profile is passing.

• If this is not specified, it is assumed that tendon profiles pass through Part 1, which is the case for most pretensioned girders.

6. Tendon Location for Composite Section

Load > Prestress Loads > Tendon Profi le > Tendon Location for Composite Section

Tendon Location for Composite Section

Prestressed Composite Section

Ci il 2016


16/33

16 /

Civil 2016 (v2.1) Release NCivil 2016 Analysis & Design

Vehicle locations considered

7. Traffic Lane Optimization within user-defined lane width (Eurocode, BS)

Load > Moving Load > Traffic L ine(Surface) Lanes

In the previous version, when a traffic lane (line lane or surface lane) is defined, the moving load is applied with the vehicle loads located in the center of the lane.

This option transversely floats the vehicle load within the lane and obtains the worst effect of the vehicle placement for each element.

Users can define vehicle loads and traffic lanes the same way as in the previous versions. With the “Traffic Lane Optimization” option checked, the worst transverse effect of the

moving load analysis can be obtained for each elements

Ci il 2016 A l i & D i


17/33

17 /


8. PSC Composite Section Design to EN 1992-2

PSC > Design Parameter > Eurocode 2-2:05

In the previous version, only composite general section defined using SPC can be designed to EN 1992-2. In the new version, sections defined in the Section dialog in midas Civil

can also be designed. Modeling to define / modify a typical shape of composite steel tub/box sections is much faster and easier.

Applicable section type: Composite-I, Composite-T, Composite-PSC

Civil 2016 A l i & D i


18/33

18 /


9. Composite Steel Tub /Box Section Design to EN 1994-2

Properties > Section > Section Properties

Design > Composite Design

In the previous version, only composite general section defined using SPC can be designed to EN 1994-2. In the new version, sections defined in the Section dialog in midas Civil

can also be designed.

Modeling to define / modify a typical shape of composite steel tub/box sections is much faster and easier.

Steel Box (Type 1)

Civil 2016 Analysis & Design


19/33

19 /


10. PSC Composite Section Design to AASHTO LRFD12

PSC > Design Parameter > AASHTO-LRFD12

Prestressed girder design as per AASHTO-LRFD12 is now supported for PSC Composite section.

Stress check during erection, strength check for bending and shear, interface shear check and crack check.

Applicable section types: Composite-I, Composite-T, Composite-PSC, Composite-General, Tapered Composite section

Design Report

Civil 2016 Analysis & Design


20/33

20 /


11. PSC Composite Section Rating to AASHTO LRFR

Rating > Bridge Rating Design > PSC Bridge > AASHTO-LRFR11

Load rating as per AASHTO-LRFR11 is now supported for the PSC Composite section.

Applicable section types: Composite-I, Composite-T, Composite-PSC, Composite-General, Tapered Composite section

Load Rating Report

Ci il 2016 ( 2 1) R l NCivil 2016 Analysis & Design


21/33

21 /


12. PSC Composite Section Design to IRC 112-2012

PSC > IRC 112-2012

PSC Composite-General section type can now be designed as per IRC 112-2012 as well as composite typical section types.

This new feature will be useful for the design of composite sections with irregular section shape.

PSC Design Parameters

SPC Composite Section Design Report

Civil 2016 (v2 1) ReleaseNCivil 2016 Analysis & Design


22/33

22 /


13. Reinforce Concrete Section Design to IRC 112-2011

PSC > RC Design > IRC 112-2011

Reinforced concrete section can now be designed as per IRC 112-2011.

Design Result Table Design Summary Report

Civil 2016 (v2 1) ReleaseNCivil 2016 Pre & Post-Processing


23/33

23 /

Civil 2016 (v2.1) Release NCivil 2016 g

1. Von-Mises & Maximum Shear Stress Contour in Model View

• Von-Mises or Tresca stresses can now be verified for beam elements. In the previous version, beam stress contour was provided for normal and shear stress only. In

order to check Von-Mises or Tresca stress, Beam Detail Analysis function was used which allow the user to check equivalent stress for each element one by one. In

the new version, equivalent stress distribution for the entire model can be verified using stress contour.

Result > Stresses > Beam Stresses (Equivalent)

Beam Stresses (Equivalent) Contour and Table

Main Control Data

Applicable Section Shape and Stress Points

Civil 2016 (v2.1) ReleaseNCivil 2016 Pre & Post-Processing


24/33

24 /

Civil 2016 (v2.1) Release Ng

2. New Section and Material Database for Cold-formed Steel

• Cold-formed Channel, Pipe, Box and Upright section DB as per UNI (Italian standard) and SS (Singaporean Standard) has been newly implemented.

• Steel section DB as per ICHA (Chilean standard) has been added for Angle, Double Angle, Star Battened Angle, I-shape, Channel, Double Channel and Lipped channel.

• Cold-formed material DB as per EN10326, EN 10149-2 and EN 10149-3 has been newly implemented.

Properties > Sectio n Properties

Properties > Material Properties

UNI Upright Section SS Cold Formed Channel ICHA Double Angle



25/33

25 /

( )

3. Nodal Coordinate Table in UCS

Node/Element > Nodes Table

User Coordinate System for Inclined PlaneNode Table in User Coordinate System

• Nodal coordinates can now be checked and modified in the User Coordinate System. This feature is useful to check or modify nodal coordinates in inclined slab or

rotated plan in Global XY plane.

• Spreadsheet format node table is compatible with MS Excel to copy, paste and modify the data. The table can be inserted into Dynamic Report.



26/33

26 /

• Using Plate Local Axis function, local axis of plate element can be aligned along with global axis or cylindrical axis (±X,±Y,±Z,±R,±TH) for checking results. This function is useful for

unstructured meshes or cylindrical structure.

• In the previous version, there was no way to delete the defined local axis. In the new version, Add/Replace or Delete option can be used to re-define or delete the pre-defined plate local

axis.

4. Improvement on Plate Local Axis

Results > Detail > Plate Local Axis

Plate Local Axis Plate Local Axis for Round Shape Slab



27/33

27 /

• Soil pressure contours were provided on the beam, plate or solid elements representing subgrade beam, mat foundation or retaining wall. In the new version, following improvements

have been made:

In case of inclined mat foundation, projection area can be considered. In the previous version, soil pressure was identically calculated for inclined foundation when the soil spring was

assigned along with Global Coordinate System.

In the previous version, soil pressure was incorrectly calculated when surface spring supports were entered more than one time for vertical spring and horizontal spring separately.

In the new version, soil pressure and effective area by directions (Kx, Ky, Kz) are now separately saved. Effective area to calculate soil pressure was initialized as zero when soil stiffness was modified in Point Spring Support Table. It is now corrected.

In the new version, Modulus of Subgrade values can be checked and modified in Surface Spring Support table for compression-only type springs.

5. Improvement on Soil Pressure

Results > Reaction s > Soil Pressure

Soil Pressure Soil Pressure Contour

Surface Spring Support Table

Point Spring Support Table


28/33



29/33

29 /

7. Improvement on the calculation of Section Properties

In the previous version, Civil 2016 (v1.1), the warping DOF was newly introduced for the beam element type. In order to calculate warping constant of the sections, the method of

calculating section properties had to be changed including shear area and torsional constant for the PSC section and Composite section. The section properties were obtained by

generating mesh for the beam section. When generating this mesh, however, there were some errors in the calculation of section properties in case of steel composite section with

longitudinal stiffeners as follows:

Error: The inside of longitudinal stiffeners was filled.

Error: When neutral axis was located within the slab, the inside of steel box was filled.

Error: It took very long time to run models in which steel composite sections with very thin component or tapered section group were included.



30/33

30 /

7. Improvement on the calculation of Section Properties (Continued)

All the problems described in the previous slide are fixed in the new version, Civil 2016 (v2.1).

Civil 2016 (v1.1) Civil 2016 (v2.1)



31/33

31 /


Also, mesh quality is improved in the new version, Civil 2016 (v2.1), which will increase the accuracy of shear area.

Civil 2016 (v1.1) Civil 2016 (v2.1)



32/33

32 /


• Test model 1

– Steel Composite Girder Bridge

– Tapered Section Group

– 1901 elements

Running time Improvement

Civil 2016 (v1.1) 2 hours

Civil 2016 (v2.1) 1 min. 16 sec. 95 times faster

• Comparison

Model running time is much reduced in the new version, Civil 2016 (v2.1).

• Test model 2

– Steel Composite Girder Bridge

– Tapered Section Group

– 4281 elements

Running time Improvement

Civil 2016 (v1.1) 1 hour 19 min.

Civil 2016 (v2.1) 46 sec. 103 times faster

• Comparison



33/33

33 /


There is no change in the calculation of the torsional constant of the Composite Steel-I, Composite-I section type in the new version, Civil 2016 (v2.1). It is calculated as follows:

Important notice:

1) Section properties can be different between previous version and new version.

2) Section properties calculated in the previous versions will not automatically be recalculated by just opening a model file (mcb format) in the new version, Civil 2016 (v2.1). It

will be recalculated only when hitting the ‘Show Calculation Results’ button or the ‘OK’ button in the Section dialog.

3) When mct file exported from the previous versions is imported into the new version, the section properties are automatically recalculated except for built-in database

section.

Civil2016 v21 Release Note.pdf

Documents

Transcript of Civil2016 v21 Release Note.pdf