Release Note Release Date : SEP. 1, 2015 Product Ver. : Civil 2016 (v1.1) DESIGN OF CIVIL STRUCTURES Integrated Solution System for Bridge and Civil Engineering
Enhancements Analysis & Design 3 (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 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 18
Civil 2016 Analysis & Design 1. UK special vehicles to BD 86/11 for the assessment of highway bridges and structures 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 Application of type SV or SOV and associated type HA loading 3 / 31
Civil 2016 Analysis & Design 1. UK special vehicles to BD 86/11 for the assessment of highway bridges and structures Dynamic Amplification Factor Overload Factor 4 / 31
Civil 2016 Analysis & Design 1. UK special vehicles to BD 86/11 for the assessment of highway bridges and structures Lane factor for HA loading Lane 1 1.0 Lane 2 1.0 Lane 3 0.5 Lane 4 and subsequent 0.4 Application of type SV or SOV and associated type HA loading 5 / 31
Civil 2016 Analysis & Design 1. UK special vehicles to BD 86/11 for the assessment of highway bridges and structures Partial factors for load combinations Special Load Standard Load ULS Combination 1 1.1 1.3 ULS Combination 2 & 3 1.0 1.3 Special Load Standard Load SLS Combination 1 1.0 1.0 SLS Combination 2 & 3 1.0 1.0 6 / 31
Civil 2016 Analysis & Design 2. Improvement of steel composite design to AASHTO LRFD 2012 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. Design > Composite Design > Design Result Tables > Span Checking Design > Composite Design > Excel Report 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. Bending Moments of element 29, 31 and 33 Civil 2016 (v1.1): Span Checking results are provided for two spans. Design Bending Moments of element 31 taken from element 33 7 / 31
Civil 2016 Analysis & Design 2. Improvement of steel composite design to AASHTO LRFD 2012 (Bearing stiffener design) 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. Design > Composite Design > Transverse Stiffener 8 / 31
Civil 2016 Analysis & Design 3. Effective section properties due to plate buckling to EN 1993-1-5 for composite plate girder and box girder 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 ρ c, which takes into account the interaction between plate and column buckling is also shown in this table. Non-effective zone Design > Composite Design > Design Result Tables > Bending Resistance 9 / 31
Civil 2016 Analysis & Design 4. Self-restraint stresses of steel-concrete composite section 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 > Composite Section for C.S. > Self-Constraint Force & Stress Distribution of self-restraint stresses due to shrinkage 10 / 31
Civil 2016 Analysis & Design 5. Cable force optimization for a cable-stayed bridge considering both large displacement and creep/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 11 / 31
Civil 2016 Analysis & Design 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. Analysis > Nonlinear Analysis Control Load > Settlement/Misc. > Load Sequence for Nonlinear Loading Sequence in Nonlinear Analysis Nonlinear Analysis Control 12 / 31
Civil 2016 Analysis & Design 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. Pushover > Pushover Global Control Load > Dynamic Loads > Time History Analysis Data > Load case Pushover Global Control Time History Load Case 13 / 31
Civil 2016 Analysis & Design 8. Asymmetrical composite section (Steel-I type 2) 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 14 / 31
Civil 2016 Analysis & Design 9. Effective width of slab to SNiP 2.05.03-84* and SP 35.13330.2011 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 15 / 31
Civil 2016 Analysis & Design 10. Temperature gradient on composite plate girder section to SNiP 2.05.03-84* / SP 35.13330.2011 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. 16 / 31
Civil 2016 Analysis & Design 11. Implementation of PSC design to IRC:112-2011 PSC section design is available as per IRC:112-2011. Ultimate limit state (bending, shear, torsional resistance) and serviceability limit state can be checked. PSC > Design Parameter > IRC:112-2011 Design Parameter Modify Design parameter Excel Report 17 / 31
Civil 2016 Pre & Post-Processing 1. Pre/Post Tensioned Composite Girder Bridge wizard 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. Structure > Wizard > Prestressed Composite Bridge 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 Load: Defining dead and live loads Before and after composite dead loads Live loads Construction Stage: Defining detailed construction sequence Girder splice sequence and temporary support conditions Reinforcement of deck 18 / 31
Civil 2016 Pre & Post-Processing Various type of girder alignment 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. 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. Tendon assignment table Same Spacing Offset Spacing Various Load Type < Before Composite > Wet Concrete Load < After Composite > Barrier Load Wearing Surface Load Barrier Load Deck as plate model 19 / 31
Civil 2016 Pre & Post-Processing Splice Girder Bridge Construction Stage SP4 SP1 SP2 SP3 Temporary Support Erect Haunch Segment Stage Erect End Segment Stage Erect Drop-in Segment Stage Post-tensioning Stage Remove Temporary Supports Stage 20 / 31
Civil 2016 Pre & Post-Processing Various modeling examples using Pre stressed Composite Girder Wizard Curved Splice U type girder bridge Cast Deck & post tensioning Erect temporary support & U girder Precast 2 span I girder bridge Straight Strands Erect Support Segment Erect End & Drop in Segment Single Span Box Girder Bridge 3 Span Splice I girder bridge 21 / 31
Civil 2016 Pre & Post-Processing 2. Unloading/Reloading of ML Elastic Link (Rail Track Analysis Model) The unloading / reloading behavior of ML Elastic Link is improved as shown below. Structure > Wizard > Rail Track Analysis Model Stage 1: Unloaded Temperature load Unloaded Stiffness Ground Multi-linear Elastic link Unloaded Stiffness Bridge deck Ground Rail 20kN Stage 2: Loaded Train load 2mm Unloaded Stiffness Loaded Stiffness Unloaded Stiffness Rail 60kN In case when Multi-linear link changes from 'unloaded' to 'loaded'. Stage 1: The force of ML link reaches yielding. Stage 2: ML link is subjected to additional loads in the same direction. 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. Loaded Stiffness 2mm Stage 1: The force of ML link reaches yielding. Stage 2: ML link is subjected to additional loads in the opposite direction. Stage 1: The force of ML link reaches yielding. Stage 2: ML link is subjected to additional loads in the opposite direction. Previous version Improved 22 / 31
Civil 2016 Pre & Post-Processing 2. Different eccentricities between spans (Rail Track Analysis Model) 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. Structure > Wizard > Rail Track Analysis Model 23 / 31
Civil 2016 Pre & Post-Processing 2. Convenient result data processing (Rail Track Analysis Model) 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. Structure > Wizard > Rail Track Analysis Model Previous version Civil 2016 (v1.1) 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 Model file 1 Model file 1 1 2 3 4 5 6 7 8 9 10 11 1 2 3 4 5 6 7 8 9 10 11 Model file 2 Model file 2 24 / 31
Civil 2016 Pre & Post-Processing 3. Addition 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. Properties > Creep/Shrinkage Properties > Compressive Strength Load > Temp./Prestress > Tendon Property Creep/Shrinkage Compressive Strength Relaxation Coefficient 25 / 31
Civil 2016 Pre & Post-Processing 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. Properties > User Defined Load > Temp./Prestress > Tendon Property Tendon Property User Defined Relaxation 26 / 31
Civil 2016 Pre & Post-Processing 5. Volume-surface ratio for Composite Section for Construction 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 Load > Construction Stage > Composite Section for C.S. Composite Section for Construction Stage Composite Section Properties 27 / 31
Civil 2016 Pre & Post-Processing 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. Results > Detail > Local Direction Force Sum Local Direction Force Sum Table Local Direction Force Sum Local Direction Force Sum Text Output 28 / 31
Civil 2016 Pre & Post-Processing 7. Improvement in steel material DB (EC3 Singapore NA) Steel material data base for Class 2 & 3 as per BC1:12, Appendix A has been implemented. Properties > Material Properties Material Properties 29 / 31
Civil 2016 Pre & Post-Processing 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. Load > Static Load > Pressure Loads > Define Pressure Load Type Load > Static Load > Pressure Loads > Assign Pressure Load Define Pressure Load Type Assigned Pressure Load 30 / 31
Civil 2016 Pre & Post-Processing 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 Send Model to midas Civil Revit 2016 Civil 2016 Linear Elements Planar Elements Boundary Load Other Parameters Functions Revit <> Civil Structural Column <> Beam <> Brace <> Curved Beam > Beam System > Truss > Foundation Slab <> Structural Floor <> Structural Wall <> Wall Opening & Window > Door > Vertical or Shaft Opening > Offset > Rigid Link > Cross-Section Rotation > End Release > Isolated Foundation Support > Point Boundary Condition > Line Boundary Condition > Wall Foundation > Area Boundary Condition > Load Nature > Load Case > Load Combination > Hosted Point Load > Hosted Line Load > Hosted Area Load > Material <> Level > 31 / 31