Release Note - MIDAS Useradmin.midasuser.com/UploadFiles2/webinar/Civil2013_(… · · 2012-09-03Civil 2013 Enhancement Civil 2013 V 1.1 Release Note 2. Prestressed Box Girder Design

DESIGN OF CIVIL STRUCTURES I 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 Note Release Date : 2012.08.31

Product Ver. : Civil 2013 V1.1

2 / 27

Civil 2013 V 1.1 Release Note Enhancement Enhancements

3

4

9

12

14

15

16

17

18

19

20

21

22

23

24

25

26

1. New GUI Enhancements with Ribbon Menu

2. Prestressed Box Girder Design as per AASHTO LRFD 6th Edition (2012)

3. PSC Design as per CSA-S6S1-2010 (Supplement No.1 to CAN/CSA-S6-06)

4. Moving Load Analysis Update as per AASHTO LRFD 6th Edition (2012)

5. Bridge Load Rating Update as per AASHTO LRFR 2010

6. Response Spectrum Function as per AASHTO LRFD 6th Edition (2012)

7. Moving Load Analysis Update as per CAN/CSA-S6S1-2010

8. Rail Track Analysis Model Wizard

9. Multi-linear Hinge Model (Kinematic, Takeda, Pivot, Elastic)

10. General Section Design as per AASHTO LRFD, CSA & ACI (available in V1.2)

11. Park Nonlinear Material Model

12. Improvements in Local Direction Force Sum

13. Automatic Interpolation of Section Stiffness Scale Factor in Tapered Section Group

14. Display Detail Description for Plate Forces/Stress Option

15. Improvements in Suspension Bridge Analysis Control for Initial Equilibrium State

16. Simultaneous Analysis of Time History and Response Spectrum Analysis

17. Analysis Progress Window to Check Analysis Status and Remaining Time

3 / 27

Civil 2013 V 1.1 Release Note Enhancement Civil 2013

1. New GUI Enhancements with Ribbon Menu Enhance modeling efficiency by arranging menu tabs according to the modeling and design process. Reducing the number of mouse clicking by placing frequently used functions at the top level of each tab menu. Grouping load types to enter desired load data more intuitively Specifying design code from the tab menu without opening related dialog box Changing view point to the various isometric view or top/front/right view using View Navigation in the model view Changing construction stages from the model view directly Dual Tree Menu to see works tree and group tree simultaneously in construction stage model

Grouping Load Types Intuitive Icon Menus

Changing Stages

Dual Tree Menu

Selecting Design Code

View Navigation

Civil2013

Better Accessibility in Pushover Analysis Menu

Civil2012

4 / 27


2. Prestressed Box Girder Design as per AASHTO LRFD 6th Edition (2012)

PSC Design Parameter

Flexure Design Result Table Design Report in MS Excel

Prestressed box girder design for the following topics: Flexure Resistance Shear Resistance Combined Shear and Torsion Resistance Concrete Stress Check during Construction Stage

Concrete Stress Check at Service Limit State Tensile Stress Check for Prestressing Tendons Principle Stress Check during Construction Stage Principle Stress Check at Service Limit State (with and without Torsion Effect) Crack Width Check

Auto Generation of Load Combination

5 / 27


Updated Contents from AASHTO LRFD 5th (2007) to 6th (2012)

1. Update in Auto Generation of Load Combination

2. Resistance Factor

3. Minimum Reinforcement (Clause 5.7.3.3.2)

4. Stress Limit Check (Refer to the next page.) 5. Classification of Serviceability Limit State load combination

for concrete stress verification. Service Limit 1: Applied in compressive stress verification Service Limit 3: Applied in tensile stress verification

3 1 2( ) 1ccr r cpe c dnc

nc

SM f f S MS

γ γ γ

= + − −

Civil 2012 (V1.1) Civil 2013 (V1.1)


0.75 0.002tifφ ε= ≤

0.583 0.25 0.002 0.005tt

d ifc

φ ε= + < <

1.0 0.005tifφ ε= ≥

max(1.33 , )r u crM M M≥

6 / 27


Tensile Stress Limits in Prestressed Concrete Before Losses

Stress Limit for Concrete and Prestressing Steel

Tensile Stress Limits in Prestressed Concrete at Service limit state after Losses

Construction Type Case Allowable stress(ksi)

Non-Segment

Precompressed Tensile Zone

Without bonded reinforcement and bonded tendon σta = 0.0 With bonded reinforcement or bonded tendon

reinforcement stress ≤ min(0.5fy, 30ksi) σta = 0.24*SQRT(f'ci) reinforcement stress > min(0.5fy, 30ksi) σta = 0.0

Other Than Precompressed Tensile Zone

Without bonded reinforcement and bonded tendon σta = 0.0948f'ci ≤ 0.2 With bonded reinforcement or bonded tendon


Segment

Joint Precompressed tensile Zone With bonded reinforcement or bonded tendon

reinforcement stress ≤ 0.5fy σta = 0.0948*SQRT(f'ci) reinforcement stress > 0.5fy σta = 0.0

Other cases σta = 0.0

Non Joint With bonded reinforcement or bonded tendon



Construction Type Case Allowable stress(ksi)

Non-Segment Precompressed Tensile Zone

With bonded reinforcement or bonded tendon

corrosion condition - not Worse σta = 0.19*sqrt(fck) corrosion condition - severe σta = 0.0948*sqrt(fck)

Without bonded reinforcement and bonded tendon σta = 0.0 Other Than Precompressed Tensile Zone σta = 0.0

Segment

Joint

(Precompressed Tensile Zone) and (With bonded reinforcement or bonded tendon)

reinforcement stress ≤ 0.5fy, σta = 0.0948*SQRT(f'c)

reinforcement stress > 0.5fy, σta = 0.0


Non Joint With bonded reinforcement or bonded tendon

reinforcement stress ≤ min(0.5fy, 30ksi) , σta = 0.19*SQRT(f'c) Reinforcement stress > min(0.5fy, 30ksi) σta = 0.0


7 / 27


Condition Stress

Relieved tendon

Low Relaxation

tendon Prestressing bars

Pre-tensioning

Immediately prior to transfer (AFDL1) 0.70fpu 0.75fpy fpu

At service limit state after all losses (AFLL1) 0.80fpy 0.80fpy 0.85fpy

Post-tensioning

At Anchorage and couplers immediately after anchor set (AFDL1) 0.70fpu 0.70fpu 0.70fpu

Elsewhere along length of member away from anchorage and coupler immediately after anchor set (AFDL2) 0.70fpu 0.74fpu 0.70fpu

At service limit state after losses (AFLL1) 0.80fpy 0.80fpy 0.80fpy

Tensile Stress Limit for Prestressing Steel

Compressive Stress Limit before Losses

Compression stress limit = 0.60f'ci (ksi)

Compressive Stress Limit at Service Limit State after Losses

Compression stress limit = 0.45f'c (ksi)

8 / 27


1. Improvements in Excel Design Report All the equations and parameters can be checked in MS Excel format report with related clause of AASHTO LRFD specification.

2. Specified compressive strength at time of initial loading, f'ci f'ci is obtained using time dependent material data with stage duration. In

Civil 2012, it was calculated as 80% of specified compressive strength in design, 0.8 f’ci. It will affect the concrete stress limit before losses.

3. Precompressed tensile zone In Civil 2012, precompressed tensile zone which is used in tensile stress

limit in prestressing concrete was not considered. It is now applied in the following region:

Compressive stress due to "Tendon Primary(CS)+Tendon Secondary(CS)” Tensile stress due to "Summation(CS)-(Tendon Primary + Tendon Secondary)“ 4. Consideration of tendon in compressive region In Civil 2012, when calculating neutral axis and flexural resistance, tendons

in compressive region was ignored. It is now considered for more accurate flexural resistance calculation.

5. Shear resistance considering tendon primary force When calculating shear resistance, tendon primary force is now considered

regardless of the load combination. In Civil 2012, it was considered only when the load combination contain tendon secondary force.

Additional Improvements in PSC Design

Civil 2012 (V1.1)

Civil 2013 (V1.1)

PSC Design Report in MS Excel Format

Calculation of f’ci

0.8f’ci

Civil 2012 (V1.1) Civil 2013 (V1.1)

9 / 27


3. PSC Design as per CSA-S6S1-2010 (Supplement No.1 to CAN/CSA-S6-06) Prestressed box girder design for the following topics:

Flexure Resistance Shear Resistance Combined Shear and Torsion Resistance Concrete Stress Check during Construction Stage

Concrete Stress Check at Service Limit State Tensile Stress Check for Prestressing Tendons Principle Stress Check during Construction Stage Principle Stress Check at Service Limit State (with and without Torsion Effect) Crack Width Check

PSC Design Parameter

Design Report in MS Excel


PSC Design Force and Resistance Diagram

10 / 27


Flexural Design Process

11 / 27


Shear and Torsion Design Process

12 / 27


4. Moving Load Analysis Update as per AASHTO LRFD 6th Edition (2012) When considering 90% of the effect of two design trucks for negative moment between points of contraflexure under a uniform load on all spans, and reaction at

interior piers only, it was able to placed in one span. In Civil, it is now placed in adjacent spans to produce maximum force effect as written in the specification. For this, the user needs to specify “Span Start” in Traffic Lane dialog box. Permit vehicle can be applied with any standard or user defined vehicles. In Civil 2012, the permit vehicle was able to loaded alone.

Civil 2012 (V1.1)

Civil 2013 (V1.1)

2 Design Trucks in Adjacent Spans Simultaneous Loading of Permit and 93 TRK Vehicle

13 / 27


Considering 2 design trucks for negative moment region or interior supports

Civil 2012 Civil 2013

Forces

My (negative) Considered Considered

My (Positive) Not considered Not considered

Fx, Fy, Fz, Mx, Mz (both positive & negative) Not considered Considered

Stresses Axial/Flexural Combined stresses Not considered Considered

Displacements All components Not considered Not considered

Reactions Fz Considered Considered

Fx, FY, MX, MY, MZ Not considered Considered

Combined stress calculation considering 90% of the effect of two design truck In Civil 2012, when calculating combined stress, axial stress was not obtained from 2 design trucks whereas flexural stress was obtained from 2 design trucks.

Therefore the combined stress was not calculated from the concurrent forces. It is now improved to consider the concurrent effect in any case.

14 / 27


5. Bridge Load Rating Update as per AASHTO LRFR 2010

Rating Case and Parameter Dialog Box

In Bridge Load Rating, flexural and shear resistance calculation has been updated in accordance with AASHTP LRFD 12 specification. Bridge load rating provides the following results:

Rating Result Summary of Service Limit State Rating Result Summary of Strength Limit State Concrete Stress Prestressing Steel Tension Flexural Rating Data

Shear Strength Concrete Stress Data Prestressing Steel Tension Data Flexural Capacity Demand Ratio Shear Strength Data

Rating Result Summary of Service Limit State

Rating Factor Diagram

Concrete Stress

15 / 27


6. Response Spectrum Function as per AASHTO LRFD 6th Edition (2012) Response spectrum function as per AASHTO LRFD 2012 has been implemented. By specifying the following option, desired spectrum data is automatically generated :

Site Class Peak Ground Acceleration Coefficient (PGA) Spectral Acceleration Coefficient at Period 0.2 sec (Ss) Spectral Acceleration Coefficient at Period 1.0 sec (S1) Response Modification Factor (R)

Response Spectrum Function Dialog Box AASHTO LRFD Specification

Beam Forces for Spectrum Load

16 / 27


User defined type Permit Vehicle has been newly added and it can be loaded with standard or user defined vehicles simultaneously. British Colombia state vehicle database, BCL-625Truck and BCL-625Lane, have been newly added. Dynamic Load Allowance can be applied automatically or using user input value. The applied factor can be checked by clicking [Detail Result] button of Moving Load

Tracer. In order not to apply the dynamic load allowance factor, the user can select “User Input” with the value of “0” in the input field. In Civil 2012, there was no option for dynamic load allowance and it was always applied when “Influence Line Dependent Point” option is selected. In Civil 2012, when “All Point” option is selected in Moving Load Analysis Control, dynamic load allowance was not applied. It is now applied with considering the

number of axle as specified in the code.

7. Moving Load Analysis Update as per CAN/CSA-S6S1-2010

Permit Truck Dialog Box BCL-625 Vehicle Dialog Box Moving Load Tracer and Detail Result

17 / 27


300 m Var. 300 m

Model with Temperatur

e Load

Model with train load (gravity

direction)

Model with train

acceleration and braking

force

Construction Stage model with all load cases

Auto-generation of multi-linear type elastic link

Longitudinal displacement of deck due to acceleration and breaking force

0

1

2

3

4

5

0 100 200 300 400 Long

itudi

nal D

isp.

(mm

)

Distance from the left abutment(m)

-4

-3

-2

-1

0

1

0 100 200 300 400

Long

itudi

nal D

isp.

Due

to d

eck

rota

tion

(mm

)

Distance from the left abutment(m)

Longitudinal displacement due to rotation

Generation of additional moving load analysis models with referring to the most critical position

Most Critical Position

Additional model

Additional model

Additional model

10 m 10 m 10 m

Rail Track Analysis Model Wizard generates railway analysis models to verify stresses and displacements as per International Union of Railways Code (UIC 774-3R). For simplified separate analysis, following two model files are generated.

Case 1: thermal load case when the train loads are not applied. Case 2: Accelerating/breaking and train vertical load cases when the resistance of ballast has the modified boundary conditions for the sections which the train loading is on .

In stage analysis (complete analysis) model, following two stages are included. Unloaded stage: only thermal loads are applied and train loads are not applied yet. Ballast has the resistance of Unloaded Condition for the entire sections. Loaded stage: accelerating/braking loads and train vertical loads are included. Ballast has the resistance of Loaded Condition for the sections where the train loads are applied.

At the loaded stage of staged analysis, the train is moved by a certain length to find the locations where additional stresses occur. Stages are added whenever the boundary conditions are changed as the train moves.

8. Rail Track Analysis Model Wizard

18 / 27


Takeda Hinge Model

Multi-linear hinge properties can be defined with Elastic, Kinematic, Takeda and Pivot model for inelastic time history analysis. This model is very useful to simulate nonlinear pile–soil interaction. The curve can be symmetrically or asymmetrically defined. The types of corresponding elements include lumped hinge, distributed hinge, spring and truss

elements. Hinge primary curve can be defined in the table format. Therefore the user can directly copy and paste data from MS Excel.

Kinematic Hinge Model

9. Multi-linear Hinge Model (Kinematic, Takeda, Pivot, Elastic)

P

D

P2(+)

P1(+)

P2(-)

P1(-)

D1(+) D2(+)

D1(-)D2(-)

K0(+)

( )plP+

K0(+)

K0(-)

P1(-)

P1(+)

K0(-)

P1(-)

P1(+)

P1(-)

D1(+)D1(-)

P

D

Time Forcing Function Multi-Linear Plastic Kinematic Hinge Model

19 / 27


Moment curvature analysis can be provided by Mender Model with defining confined area.

Interaction curves can be generated as per AASHTO-LRFD, ACI and CSA-S6S1-10 Design Code.

10. General Section Design as per AASHTO LRFD, CSA & ACI (available in V1.2)

Interaction Curve Moment Curvature Curve

Confined Area

Unconfined Area

20 / 27


Park model for nonlinear properties of steel has been added for Moment-Curvature curve, Fiber analysis and Ductility factor calculation. This model is proposed by Kent and Park (1973) followed by their experiments of cyclic loading on mild steel. In this model, elastic and plastic characteristics and

strain hardening can be manipulated. Bauschinger Effect is well described by the Ramberg-Osgood equation and the results match relatively well with experimental results.

11. Park Nonlinear Material Model

Stress-Strain curve for steel with loading of the same sign

Stress-Strain curves for steel with reversed loading Park Inelastic Material Model Moment-Curvature and Fiber Analysis

21 / 27


12. Improvements in Local Direction Force Sum Local Direction Force Sum results can be plotted in table format. In Civil 2012, it can only be viewed in text format. Local Direction Force Sum can be used for unstructured plate meshes.

Local Direction force Sum for Unstructured Meshes

Local Direction force Sum Table Output

22 / 27


Civil2013 Civil2012

13. Automatic Interpolation of Section Stiffness Scale Factor in Tapered Section Group When Section Stiffness Scale Factor is assigned to Tapered Section Group, if the user converts it to the individual tapered sections, section stiffness is now

automatically interpolated with considering the section shape and position. It will be extremely useful to design PSC bridges for which Tapered Section Group is frequently used.

Continuous diagram is displayed by interpolating section stiffness.

Element1

Element3

Element6

Element9

When converting Tapered Section Group into individual tapered sections, the stiffness scale factor is automatically interpolated.

When converting Tapered Section Group into individual tapered sections, the stiffness scale factor was identical for all elements.

Due to the stiffness difference between I and j section, discontinuous diagram was generated.

23 / 27


14. Display Detail Description for Plate Forces/Stress Option In Plate Forces/Moments and Plate Stresses results, the user can select the option among “Element” and “Average Nodal”. This selection is displayed in Legend field.

24 / 27


Analysis탭 > Analysis control그룹 > Suspension Bridge Analysis Control

15. Improvements in Suspension Bridge Analysis Control for Initial Equilibrium State New option is available for generating initial equilibrium state: Initial Force, Optimal Approach

Initial Force : Determine an initial configuration of a suspension bridge model by updating initial forces

Optimal Approach : Determine an initial configuration of a suspension bridge model by updating design parameters satisfying the specified constraint condition

Define Constraint Condition

25 / 27


Initial configuration analysis of earth-anchored suspension bridge

Initial configuration analysis of earth-anchored suspension bridge

Initial configuration analysis of self-anchored suspension bridge

Comparison of Moment before and after optimization

-70000

-50000

-30000

-10000

10000

30000

50000

75 85 95 105 115 125

최적화 전 최적화(sag only) 후 최적화 후

-35000 -30000 -25000 -20000 -15000 -10000 -5000

0 5000

10000

0 10 20 30 40 50 60


-140000 -120000 -100000 -80000 -60000 -40000 -20000

0 20000 40000

0 10 20 30 40 50


Before Optimization

After Optimization (Sag Only) After Optimization

Before Optimization


Before Optimization


26 / 27


16. Simultaneous Analysis of Time History and Response Spectrum Analysis

17. Analysis Progress Window to Check Analysis Status and Remaining Time

Civil2012

Civil2013

Analysis Progress Window Simultaneous Analysis for Time History and Response Spectrum Analysis

27 / 27


Documents

Release Note - MIDAS Useradmin.midasuser.com/UploadFiles2/webinar/Civil2013_(… · · 2012-09-03Civil 2013 Enhancement Civil 2013 V 1.1 Release Note 2. Prestressed Box Girder Design