Release Webinar Release Date : March. 2016 Product Ver. : (v2.1) 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
Enhancements 3 1) Material Nonlinear Analysis available for Beam and Plate elements 2) Improvements on Moving Load Analysis 3) Triple Friction Pendulum Isolator 4) Improvement on PSC Composite Tendon property 5) Improvements on Euro Code Composite Design 6) Improvement on AASHTO Code Composite Design 7) Improvements on IRC Code Design Pre & Post-Processing 1) Nodal Coordinate Table in UCS 2) Improvement on Plate Local Axis 3) New Section and Material Database for Cold-formed Steel 4) Improvement on the calculation of Section Properties 5) Improvement on Soil Pressure 6) Von-Mises & Maximum Shear Stress Contour in Model View 7) Different Unit Setting for Tables and Graphs in Dynamic Report 23
(v2.1) Release Note 1. Material Nonlinear Analysis available for Beam elements Stress resultant beam model is introduced to apply beam elements in the material nonlinear analysis. In cases of nonlinear stability analysis for U-frame steel bridges, both beam elements and plate elements were used to represent cross beams and main girders, and previous version could not analyze this type of model Feature availability Non-composite steel section is only supported. (Channel, I-Section, T-Section, Box, Pipe, Rectangle, Round section only.) Von Mises material property only Linear elastic / perfectly plastic (Zero hardening) stress-strain curve Plastic axial force and bending moment about minor axis only calculated Coupled effect between axial force and moment not considered Material Nonlinear Analysis available for Plate elements Algorithm of material nonlinear analysis of a layer of plate element is updated from 3-dimensional condition base to plane stress condition base. Assumption of previous algorithm had some restrain on the in-plane deformation in a layer, which stiffness of a layer was overestimated 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. Plate Previous version : 3-dimensional base, 0 xx yy xy xz yz zz zz 1 xx yy E xy 1 1 0, 0 xz yz 1 xx 1 yy 6 2 5 2 xy zz zz xz 2 yz 1 2 Updated version : plane stress base, 0, 0 xx yy xy zz zz Plane Stress condition xx 1 xx E yy 1 2 xx 1 xy 1 xy 2 4 / 35
2. Improvement on Moving Load Analysis Adjusting the number of multi processor for Sparse Gaussian solver now affects Moving Load Analysis speed (v2.1) Release Note Analysis > Analysis Options > Multi Frontal Sparse Gaussian 7 th DOF Warping DOF is now considered in Moving Load Analysis. Previously, it was not supported for Moving Load Analysis. Applicable analysis: Linear Static, Eigenvalue, Buckling, Response Spectrum, Construction Stage Analysis, Moving Load Analysis 5 / 35
2. Improvement on Moving Load Analysis (Continued) (v2.1) Release Note Traffic lane optimization feature is now available for Eurocode and UK code. Traffic lane optimization enables locating the assigned vehicle load at both edge of defined moving lane which provides more possibilities in worst case loading scenario for analysis result. Load > Moving Load > Traffic Line(Surface) Lanes Vehicle locations considered 6 / 35
3. Triple Friction Pendulum Isolator (v2.1) Release Note The Triple Friction Pendulum Isolator (TFPI) is newly introduced. Correct replication of unique characteristic of TFPI in software will broaden our user s program application boundary and modeling ability against seismic load cases. Here are special properties of TFPI Bearing properties of three pendulums are sequentially active at different earthquake strengths Stronger ground motion leads to increase in bearing displacement. Greater bearing displacement increases effective length and damping, which reduces seismic force and total displacement. Boundary > Link > General Link > General Link Properties Triple Pendulum Bearing 7 / 35
Force (kn) 3. Triple Friction Pendulum Isolator (continued) (v2.1) Release Note Behavior of Triple Friction Pendulum Isolator (Sliding Regime I) Sliding occurs on surface 2 and 3 only. Motion has not yet been initiated on surfaces 1 and 4. Displaced shape Free body diagrams of the triple FP Force-Displacement 60 40 20 0-0.002-0.001 0 0.001 0.002-20 -40-60 Displacement (m) 8 / 35
Force (kn) 3. Triple Friction Pendulum Isolator (continued) (v2.1) Release Note Behavior of Triple Friction Pendulum Isolator (Sliding Regime II) Sliding occurs on surface 1 and 3. Motion has not yet been initiated on surface 4, and there is constant displacement on surface 2. Displaced shape Free body diagrams of the triple FP Force-Displacement F=50 F=100 150 100 50 0-0.03-0.02-0.01 0 0.01 0.02 0.03-50 -100-150 Displacement (m) 9 / 35
Force (kn) 3. Triple Friction Pendulum Isolator (continued) (v2.1) Release Note Behavior of Triple Friction Pendulum Isolator (Sliding Regime III) Sliding stop on surface 3 and starts on surface 4. Sliding on surface 1 and 4. Displaced shape Free body diagrams of the triple FP Force-Displacement F=50 F=100 F=200 250 200 150 100 50 0-0.12-0.08-0.04-50 0 0.04 0.08 0.12-100 -150-200 -250 Displacement (m) 10 / 35
Force (kn) 3. Triple Friction Pendulum Isolator (continued) (v2.1) Release Note Behavior of Triple Friction Pendulum Isolator (Sliding Regime IV) 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. Displaced shape Free body diagrams of the triple FP Force-Displacement F=50 F=100 F=200 F=250 300 200 100 0-0.15-0.1-0.05 0 0.05 0.1 0.15-100 -200-300 Displacement (m) 11 / 35
Force(kN) 3. Triple Friction Pendulum Isolator (continued) (v2.1) Release Note Behavior of Triple Friction Pendulum Isolator (Sliding Regime V) The slider is on the displacement restrainer on surface 4. Sliding occurs on surface 2 and 3, and the displacement on surface 4 remains constant. Displaced shape Free body diagrams of the triple FP Force-Displacement F=50 F=100 F=200 500 400 300 200 100 0-0.15-0.1-0.05-100 0 0.05 0.1 0.15-200 -300-400 -500 Displacement (m) 12 / 35
3. Triple Friction Pendulum Isolator (continued) (v2.1) Release Note TFP Shear Force-Displacement history under ground acceleration 13 / 35
3. Triple Friction Pendulum Isolator (continued) (v2.1) Release Note Tutorial available on MIDAS IT English webpage Opening page of MIDAS Civil V2.1 14 / 35
(v2.1) Release Note 4. Tendon Location for Composite Section In previous definition of section property for prestressed composite girders, program automatically assumed that tendons are located at Part 1, girder, of Composite section, which was not always true depending on the design codes. In new version, option is added for users to specify the part of composite section where tendon profile is passing. If nothing is specified, program will assume that tendon profiles pass through Part 1, which is the general case for pretensioned girders. Load > Prestress Loads > Tendon Profile > Tendon Location for Composite Section Tendon Location for Composite Section Prestressed Composite Section 15 / 35
(v2.1) Release Note 5. Improvement on Euro Code Composite Design (Concrete) In previous version, only general type generated using SPC was available for design check for EN 1992-2. In new version, Composite I, T, and PSC section properties became available. User can easily define / modify Concrete composite sections for design check. Applicable section type: Composite-I, Composite-T, Composite-PSC PSC > Design Parameter > Eurocode 2-2:05 16 / 35
(v2.1) Release Note Improvement on Euro Code Composite Design (Steel) As well as Concrete Composite section, only Steel Composite general type was available for EN 1994-2. In new version, user defined composite section can be designed. Through this addition, defining / modifying composite with steel tub / box girders became much faster and easier. Properties > Section > Section Properties Design > Composite Design Steel Box (Type 1) 17 / 35
(v2.1) Release Note 6. Improvement on AAHTO Code Composite Design (AASHTO LRFD 12) 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 PSC > Design Parameter > AASHTO-LRFD12 Design Report 18 / 35
(v2.1) Release Note Improvement on AAHTO Code Composite Design (AASHTO LRFR) 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 Rating > Bridge Rating Design > PSC Bridge > AASHTO-LRFR11 Load Rating Report 19 / 35
(v2.1) Release Note 7. Improvements on IRC Code Design (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 > IRC 112-2012 PSC Design Parameters SPC Composite Section Design Report 20 / 35
(v2.1) Release Note Improvements on IRC Code Design (IRC 112-2011) Reinforced concrete section can now be designed as per IRC 112-2011. PSC > RC Design > IRC 112-2011 Design Result Table Design Summary Report 21 / 35
(v2.1) Release Note Added Design check / Rating Availability from this Update Code Design Check Load rating EN 1992-2 EN 1994-2 PSC Composite I, T, and PSC Steel Composite Box & Tub AASHTO LRFD 2012 PSC Composite I, T, PSC, General, and Tapered AASHTO LRFR 2011 PSC Composite I, T, PSC, General, and Tapered IRC 112-2012 IRC 112-2011 PSC Composite General Reinforced Concrete structure 22 / 35
Pre & Post-Processing
Pre & Post-Processing (v2.1) Release Note 1. Nodal Coordinate Table in UCS In previous version, nodal coordinates were only available in Global Coordinate System. Starting from new version, Nodal coordinates can be checked and modified in User Coordinate System. Spreadsheet format node table is compatible with MS Excel to copy, paste and modify the data. The table can be inserted into Dynamic Report. Node/Element > Nodes Table Node Table in User Coordinate System User Coordinate System for Inclined Plane 24 / 35
Pre & Post-Processing (v2.1) Release Note 2. Improvement on Plate Local Axis In previous version, aligning plate local axis for result check was available. However, it was limited to modify once it was defined. From this update, user can Add / Replace or Delete aligned local axis of plate elements. This function is useful for unstructured meshes or cylindrical structure. Results > Detail > Plate Local Axis Plate Local Axis Plate Local Axis for Round Shape Slab 25 / 35
Pre & Post-Processing (v2.1) Release Note 3. 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 > Section Properties Properties > Material Properties UNI Upright Section SS Cold Formed Channel ICHA Double Angle 26 / 35
Pre & Post-Processing (v2.1) Release Note 4. Improvement on the calculation of Section Properties Warping DOF was newly introduced in release. In order to calculate the Warping constant, new methodology of calculating section property through internally generated mesh was introduced. However, there were errors in mesh generation, which lead to wrong section property calculation. Followings are common example of reported cases. Error: The inside of longitudinal stiffeners was filled. Error: When neutral axis was located within the slab, the inside of steel box was filled. 27 / 35
Pre & Post-Processing (v2.1) Release Note Improvement on the calculation of Section Properties (Continued) All the problems described in the previous slide are fixed and enhanced in the new version, (v2.1). (v1.1) (v2.1) 28 / 35
Pre & Post-Processing (v2.1) Release Note Improvement on the calculation of Section Properties (Continued) Also, mesh quality is improved in the new version, (v2.1), which will increase the accuracy of shear area. (v1.1) (v2.1) 29 / 35
Pre & Post-Processing (v2.1) Release Note Improvement on the calculation of Section Properties (Continued) Model running time is much reduced in the new version, (v2.1). Test model 1 Steel Composite Girder Bridge Tapered Section Group 1901 elements Comparison Test model 2 Steel Composite Girder Bridge Tapered Section Group 4281 elements Comparison Running time Improvement Running time Improvement (v1.1) 2 hours (v1.1) 1 hour 19 min. (v2.1) 1 min. 16 sec. 95 times faster (v2.1) 46 sec. 103 times faster 30 / 35
Pre & Post-Processing (v2.1) Release Note Improvement on the calculation of Section Properties (Continued) There is no change in the calculation of the torsional constant of the Composite Steel-I, Composite-I section type in the new version, (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, (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. 31 / 35
Pre & Post-Processing (v2.1) Release Note 5. Improvement on Soil Pressure 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: For inclined foundation,projection area is accurately calculated Incorrectly calculated soil pressures at nodes where horizontal and vertical springs were simultaneously applied are now correctly calculated and saved separately. Effective area to calculate soil pressurewas initialized as zero when soil stiffness was modified in Point Spring Support Table. It is now corrected. Modulus of Subgradevalues can be checked and modified in Surface Spring Support table for compression-only type springs. Results > Reactions > Soil Pressure Surface Spring Support Table Soil Pressure Soil Pressure Contour Point Spring Support Table 32 / 35
Pre & Post-Processing 6. Von-Mises & Maximum Shear Stress Contour in Model View In previous version, Von-Mises or Tresca stress result was only available in Beam Detail Analysis per element. In new version, equivalent stress distribution enabled reviewing stress contour of entire model. Available section types and considered stress points are displayed in Guide Option. Result > Stresses > Beam Stresses (Equivalent) (v2.1) Release Note Main Control Data Beam Stresses (Equivalent) Contour and Table Applicable Section Shape and Stress Points 33 / 35
Pre & Post-Processing (v2.1) Release Note 7. Different Unit Setting for Tables and Graphs in Dynamic Report In the previous version, units of tables and graphs in the dynamic report were always identical to the global unit system. In the new version, different unit system can be specified by each tables and graphs separately. Tools > Dynamic Report Generator Report Tree Table/Chart Unit Dialog Box 34 / 35
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