Release Note. MIDAS Civil FX. midas Civil FX 2016

Transcription

1 Release Note MIDAS Civil FX midas Civil FX 2016

2 Release Note Release Date : March Product Ver. : Civil 2016 (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

3 Enhancements Analysis & Design 3 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 ) Composite Steel Tub/Box Section Design to EN ) PSC Composite Section Design to AASHTO LRFD12 11) PSC Composite Section Rating to AASHTO LRFR 12) PSC Composite Section Design to IRC ) Reinforced Concrete Section Design to IRC 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

4 1. Material Nonlinear Analysis with Beam Elements 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.) U-frame steel bridge Properties > Plastic Material > von-mises Results > Forces > Beam Forces/Moments Plastic axial hinges in the beam elements 4 / 33

5 2. Material nonlinear analysis of a layer in plate elements 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. Properties > Plastic Material Analysis > Analysis Control > Nonlinear Analysis Layered model of a plate for material nonlinearity Constitutive relation : stress resultant vs. strains Membrane & Bending Thickness z y x n i xy x xy y y t i xy x xy 0 N x A11 A12 A16 B11 B12 B16 x 0 N y A12 A22 A26 B12 B22 B 26 y 0 N xy A16 A26 A66 B16 B26 B 66 xy M x B11 B12 B16 D11 D12 D16 x M y B12 B22 B26 D12 D22 D 26 y M xy B 16 B26 B66 D16 D26 D66 xy Integration throught thickness using simpson rule h 2 ( k ) 2 ij, ij, ij ij 1,, h A B D Q z z dz Shear 2 5 V Gt xz 6 xz G Shear modulus, t thickness Vyz 5 Gt yz 6 5 / 33

6 2. Material nonlinear analysis of a layer in plate elements (continued) Update material elasto-plastic behavior in a layer Previous version : 3-dimensional base, 0 xx yy xy xz yz zz zz Plate 1 1 xx xx 1 yy yy E xy 2 xy 1 1 zz 0, zz 0 xz xz 2 yz yz 1 2 Using integration algorithm for a Axisymmetric condition with added strain Axisymmetric condition 1 xx xx 1 yy E yy 1 2 xy xy 2 1 e tr e tr Added strain D44 D 44 Iteration for required Consition 0 E 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 -. Computational method for plasticity theory and applications Ch. 9 (DRJ Owen 2008) -. Structural analysis of laminated anisotropic plates (James M. Whitney 1987) 6 / 33

7 3. Triple Friction Pendulum Isolator 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. Boundary > Link > General Link > General Link Properties Triple Pendulum Bearing 7 / 33

8 Force (kn) 3. Triple Friction Pendulum Isolator (continued) Behavior of Triple Friction Pendulum Isolator (Sliding Regime I) Displaced shape W : Axial Force Free body diagrams of the triple FP Force-Displacement Sliding occurs on surface 2 and 3 only. Motion has not yet been initiated on surfaces 1 and Displacement (m) 8 / 33

9 Force (kn) 3. Triple Friction Pendulum Isolator (continued) Behavior of Triple Friction Pendulum Isolator (Sliding Regime II) Displaced shape Free body diagrams of the triple FP Force-Displacement F= F= Sliding occurs on surface 1 and 3. Motion has not yet been initiated on surface 4, and there is constant displacement on surface Displacement (m) 9 / 33

10 Force (kn) 3. Triple Friction Pendulum Isolator (continued) Behavior of Triple Friction Pendulum Isolator (Sliding Regime III) Force-Displacement F=50 F=100 F= Displacement (m) Sliding stop on surface 3 and starts on surface 4. Sliding on surface 1 and / 33

11 Force (kn) 3. Triple Friction Pendulum Isolator (continued) Behavior of Triple Friction Pendulum Isolator (Sliding Regime IV) Displaced shape Free body diagrams of the triple FP Force-Displacement F=50 F=100 F=200 F= 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 Displacement (m) 11 / 33

12 Force(kN) 3. Triple Friction Pendulum Isolator (continued) Behavior of Triple Friction Pendulum Isolator (Sliding Regime V) Force-Displacement F=50 F=100 F=200 F=250 F= Displacement (m) 12 / 33

13 3. Triple Friction Pendulum Isolator (continued) TFP Shear Force-Displacement history under ground acceleration 13 / 33

14 4. Multi-Threading Analysis Solver for Moving Load Analysis The analysis speed of Moving Load Analysis can be much more increased by fully utilizing all cores/cpus. Previous version Civil 2016 (v2.1) Almost 3 times faster! Number of nodes: 426 Number of element: beam elements - 46 truss elements Lane Type: Traffic Line Lane Multi-Threading Solver 14 / 33

15 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 Properties > Section Properties Load > Moving Load > Moving Load Analysis Data Warping Torsion Result Table 15 / 33

16 6. Tendon Location for Composite Section 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. Load > Prestress Loads > Tendon Profile > Tendon Location for Composite Section Tendon Location for Composite Section Prestressed Composite Section 16 / 33

17 Civil 2016 Analysis & Design 7. Traffic Lane Optimization within user-defined lane width (Eurocode, BS) 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 Load > Moving Load > Traffic Line(Surface) Lanes Vehicle locations considered 17 / 33

18 Civil 2016 Analysis & Design 8. PSC Composite Section Design to EN In the previous version, only composite general section defined using SPC can be designed to EN 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 PSC > Design Parameter > Eurocode 2-2:05 18 / 33

19 Civil 2016 Analysis & Design 9. Composite Steel Tub /Box Section Design to EN In the previous version, only composite general section defined using SPC can be designed to EN 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. Properties > Section > Section Properties Design > Composite Design Steel Box (Type 1) 19 / 33

20 Civil 2016 Analysis & Design 10. PSC Composite Section Design to 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 PSC > Design Parameter > AASHTO-LRFD12 Design Report 20 / 33

21 Civil 2016 Analysis & Design 11. PSC Composite Section Rating to 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 21 / 33

22 Civil 2016 Analysis & Design 12. PSC Composite Section Design to IRC PSC Composite-General section type can now be designed as per IRC 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 PSC Design Parameters SPC Composite Section Design Report 22 / 33

23 Civil 2016 Analysis & Design 13. Reinforced Concrete Section Design to IRC Reinforced concrete section can now be designed as per IRC PSC > RC Design > IRC Design Result Table Design Summary Report 23 / 33

24 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) Main Control Data Beam Stresses (Equivalent) Contour and Table Applicable Section Shape and Stress Points 24 / 33

25 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 and EN has been newly implemented. Properties > Section Properties Properties > Material Properties UNI Upright Section SS Cold Formed Channel ICHA Double Angle 25 / 33

26 3. Nodal Coordinate Table in UCS 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. Node/Element > Nodes Table Node Table in User Coordinate System User Coordinate System for Inclined Plane 26 / 33

27 4. Improvement on Plate Local Axis 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. Results > Detail > Plate Local Axis Plate Local Axis Plate Local Axis for Round Shape Slab 27 / 33

28 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: 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. Results > Reactions > Soil Pressure Surface Spring Support Table Soil Pressure Soil Pressure Contour Point Spring Support Table 28 / 33

29 6. 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 29 / 33

30 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

31 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

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

33 7. Improvement on the calculation of Section Properties (Continued) Model running time is much reduced in the new version, Civil 2016 (v2.1). Test model 1 Steel Composite Girder Bridge Tapered Section Group 1901 elements Test model 2 Steel Composite Girder Bridge Tapered Section Group 4281 elements Comparison Comparison Running time Improvement Running time Improvement Civil 2016 (v1.1) 2 hours Civil 2016 (v1.1) 1 hour 19 min. Civil 2016 (v2.1) 1 min. 16 sec. 95 times faster Civil 2016 (v2.1) 46 sec. 103 times faster 33 / 33

34 7. 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, 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. 34 / 33

35 Civil 2016 Per maggiori informazioni contattare: CSPFea Tel Grazie per l attenzione! 35 / 33