The software for analysis, design, simulation of the life cycle of building structures: new version will come soon
Interoperability – components of BIM technology
1. Data transfer Revit – LIRA-SAPR – Revit
Two-way integration with Autodesk Revit is presented. It includes:
- sets of families and tools for generation of analytical model in Revit, the model is as close as possible to LIRA-SAPR design model;
- option to transfer analytical model from Revit to LIRA-SAPR for strength analysis;
- option to transfer selected reinforcement from LIRA-SAPR to Revit for design of RC bearing slabs, walls, columns and beams;
- a set of tools for graphic visualization and check of reinforcement, the tools are familiar to LIRA-SAPR users but they function in REVIT environment.
2. New system SAPFIR-Generator
In the BIM chain, a new flexible tool is introduced - system of visual programming that allows the user to parametrically simulate buildings and structures of arbitrary shape. This system represents advanced technologies for generating models of structures. It is a graphic editor for algorithms (sequence of actions), the SAPPHIR-3D simulation tools are used in it. This new system demonstrates the current trend in the development of simulation technologies: evolution from text file, graphical environment and up to visual programming.
3. Plugin for Grasshopper + Rhinoceros
Plugin for Grasshopper + Rhinoceros is developed. Plugin offers a solution for transferring basic geometric shapes to full BIM elements.
This tool enables Rhino, Grasshopper and SAPFIR-3D work together in order to create and manage the BIM model through visual interface of Grasshopper scenarios.
Plugin consists of a set of components, such as generation of beams, columns, walls, slabs and surfaces for integration with SAPFIR. They are available on Grasshopper toolbar, on ‘SAPFIR’ tab. Tools of this plugin together with Grasshopper tools provide generation of 3D models in SAPFIR-3D. When the model is edited in Grasshopper or Rhinoceros, then model in SAPFIR-3D is automatically regenerated.
Unified intuitive graphic environment
Presentation of design models is based on Direct3D technology. The memory of video adapter is used. Optimized algorithms for generation of images are developed for fast and high-quality visualization of large-scale design models. In real time mode it is possible to preview and rotate the model that contains several millions of elements. LIRA-SAPR program becomes more easy-to-use when the user works with large problems (design models) at the expense of optimum useage of computer hardware.
Previous visualization system is saved, several algorithms are optimized and there is an option to switch between available methods of model presentation.
To evaluate input data, new modes of mosaic plots are provided for assigned element properties (such as stiffness, materials, pilot reinforcement). Now to select all objects with similar properties, just click the colour palette.
New option to edit (in interactive mode) range colours of the current colour palette for contour and mosaic plots. New mode when you could edit colours for colour palettes of reinforcement (number of ranges is increased up to 32).
New option to save applied frags of drawing to the user-defined set, so the settings for visual presentation of design model will be at hand.
More options in the filter for selection of structural blocks.
Panels of ribbon user interface as well as menus and toolbars in classic interface are modified; new commands are added.
7. Bar systems with account of warping
2D and 3D bar systems may be analysed in constrained torsion, with account of warping in cross-sections of bars. So, you could carry out analyses of thin-walled bar structures by Vlasov theory.
To define and analyse design models with account of constrained torsion, the new model type (6) is used. In this case, nodes of design model have seven degrees of freedom: three translations along coordinate axes (X, Y, Z), three rotations about these axes (Ux, Uy, Uz), and translation of warping W.
New finite element of thin-walled bar (FE type 7) is provided. For FE 7, stiffness is either defined numerically (including warping stiffness E*Iw) or selected from the steel table. The seventh degree of freedom is considered when you impose restraints, coupled DOF, assign hinges to bar elements.
New types of loads are introduced: concentrated bimoment at node and on bar, bimoment uniformly distributed along bar, defined warping of cross-section.
Output data for thin-walled bar structures are presented graphically: as mosaic plots for warping at nodes of design model or diagrams and mosaic plots for bimoments in elements of the model.
When collecting loads on fragment, bimoment is added to the list of reactions at nodes of the model.
For dynamic analysis, you will also obtain mosaic plots for bimoment of inertia.
8. NonLinear Engineering Design 2 (NL Engineering 2)
New variant of NonLinear Engineering Design system is developed.
Stiffness parameters that correspond to ‘characteristic load case’ are computed based on step-type method for physically nonlinear structural model, where elements already have pilot reinforcement. Analysis on all further static and dynamic load cases is carried out at linear-elastic state with option to calculate DCF and DCL. In this case, stiffness parameters of elements correspond to shear modulus of elasticity computed at the last stage of analysis of nonlinear model.
As analysis results on ‘characteristic load case’ are included into DCF and DCL, then ‘characteristic load case’ should contain dead and live loads with coefficient 1. With such approach, it is possible to use the mode ‘NonLinear Engineering Design 2’ for analysis and simulation of erection process, analysis of large panel buildings (platform joints), etc. When erection is simulated, characteristic load cases may be defined at stages. ‘NonLinear Engineering Design 2’ is built on the idea of simulation of load history (step-type method) in physically nonlinear analysis by standard method.
9. Pushover analysis (for different building codes)
Pushover analysis is provided for multimass design model. Pushover analysis (response spectrum method for bearing caspacity) is the static nonlinear analysis in which vertically loaded design model of the structure is subjected to monotone increase in horizontal earthquake load with the check of horizontal displacement. Inertial forces (that are computed in linear analysis and correspond to the mode shape of natural vibrations with max modal mass) are considered as the earthquake load for nonlinear analysis.
10. Summing up mode shapes with the same frequencies
10. Summing up mode shapes with the same frequencies
- the structures symmetric in plan;
- the same structures located at separate foundations or common foundation.
After such summing up, one mode shape is generated for further analysis. It facilitates visual evaluation of analysis results in VISOR-SAPR module and, most importantly, it provides more correct summing up of mode shapes in calculating design combinations of loads (DCL) and design combinations of forces (DCF).
11. Analysis of bar systems with account of warping effect
Within this analysis, the following options are realized:
New model type 6 (X,Y,Z,UX,UY,UZ,W). In this case, nodes of design model have seven degrees of freedom (DOF): 3 translations (X,Y,Z), 3 rotations (UX,UY,UZ) and new DOF - warping (W).
- For this DOF you could impose restraints, coupled DOF, hinges (for bars), loads and initial displacements.
- For this DOF in analysis results you will obtain displacements, mode shapes, buckling modes, reactions (load on fragment), masses and inertial forces.
- New FE 7 (thin-walled bar). Stiffness for this element may be defined with numerical description ‘FE 7 numerical’. In description of this stiffness there is new parameter — warping stiffness (EIw). When you assign stiffness from the steel table, warping stiffness (EIw) and displacement of shear centre (RuY and RuZ) are calculated automatically.
- In the output data for FE 7 you will obtain the same set of forces as for FE 10 + new type — Bimoment.
- Loads with eccentricity. It concerns not only FE 7 but FE 10 as well. For concentrated, uniformly distributed and trapezoidal load you could define eccentricity relative to the gravity centre of the element. Eccentricity creates additional twisting moment. This moment generates additional mass if consistent mass matrix is selected. Additional twisting moment is computed relative to the shear centre by formulas Mk=Pz*(DY – RuY) and Mk=Py*(RuZ – DZ), where DY, DZ — eccentricity of force, RuY, RuZ — displacement of shear centre of an element relative to the gravity centre.
- Bimoment at node.
- Defined warping at node.
- Concentrated bimoment on bar.
- Uniformly distributed bimoment on bar.
12. Boundary finite elements of soil half-space
New finite elements that simulate behavior of 3D soil half-space in dynamic loads:
- FE 68 – triangular element;
- FE 69 – arbitrary quadrilateral element.
These elements simulate behaviour of rejected part of 3D soil half-space when considering limited 3D soil.
13. Pilot reinforcement
New technology is introduced: parameters of discrete reinforcement generated after linear elastic analysis are assigned to bar and plate elements. These parametes include diameters of rebars and reinforcement pattern in the section. Generated parameters may be applied to analysis of problems with engineering, physical and geometrical nonlinearity. Parameters of discrete reinforcement may be user-defined as well.
14. Analysis of reinforcement in cast-in-place and precast slabs with blockouts
New technology for analysis of reinforcement in cast-in-place and precast slabs with blockouts is realized according to STO NOSTROY 2.6.15-2011. This technology (suggested by our clients and realized in LIRA-SAPR 2018) opens new horizons in simulation for engineers that design effective buildings and structures.
For our company, this is new positive experience in the implementation of advanced technologies. It opens a new direction – development of program on request.
15. Concrete sections with fibre-reinforced polymer (FRP) bars
In LIRA-SAPR 2018 you could analyse RC sections with FRP bazalt bars according to DSTU-H B V.2.6-185:2012. Analysis of reinforcement is carried out according to DBN B.2.6-98:2009.
In analysis of reinforcement, the following classes of PRB bars are used: ANPB 800 and ANPB 1000, they may be used only as longitudinal reinforcement. In this case, steel reinforcement is used as transverse one.
Analysis of PRB bars is provided for the following types of standard sections: rectangular bar, T-section with flange at the top, T-section with flange at the bottom, I-section, box, ring, circle, cross, angles, asymmetric T-section with flange at the top, asymmetric T-section with flange at the bottom.
Analysis of PRB bars is also available for plate elements: shells, slabs, wall-beams.
The following building code is supported: SP 63.13330.2012. Concrete and reinforced concrete structures. General notes. Annex L. (R2)
16. Punching shear analysis of slabs on soil foundation
Transverse reinforcement may be analysed at zones where column/pylon is supported with foundation slab/grillage and where column is supported with inserted floor. If soil foundation is attached to design model, punching shear force is unloaded with reactive soil pressure. For evaluation and illustration purposes, in SAPFIR program you could present contour that was applied in collecting reactions from elements of foundation slab/grillage.
Punching shear contours may be generated in SAPFIR program and in VISOR-SAPR module as well. Punching shear contours are generated automatically depending on geometry of column section, slab thickness, dimension to longitudinal reinforcement, and with account of rules for generation near the openings and slab edge.
After analysis you will obtain computed punching shear forces, area of necessary transverse reinforcement and safety factor. Output data is presented in graphic and tabular formats.
17. Analysis and design of steel structures according to Eurocode 3
LIRA-SAPR 2018 supports the following building codes for analysis & design of steel structures:
- EN 1993-1-1:2010 Eurocode 3: Design of steel structures - Part 1-1: General rules and rules for buildings, and
- ÅN 1993-1-2:2005+AC 2005 (E) Eurocode 3: Design of steel structures. Part 1-2: General rules. Structural fire design.
Above-mentioned building codes and realized for selection and check for a large number of cross-sections of solid bars.
Output data is presented in graphic and tabular formats.
Results of the strength checks are presented as utilization ratio of bearing capacity according to all checks stipulated in building codes.
18. Fire resistance of steel structures according to Eurocode 3
The program has options to determine and visualize critical temperature in elements of the structure (temperature at which plastic hinge is generated). Thus, it is possible to determine bearing capacity of the structure with account of modification in material properties of steel in high temperatures.
Critical temperature is determined for the specified/selected section according to Eurocode 3, part 1-2 (Structural fire design).
Analysis results (critical temperature, °C) are presented as mosaic plot and in tabular format.
In local mode of STC-SAPR it is possible to check analysis of critical temperature in the section. This check is made by automatic preview of tables in the report where changes in bearing capacity of the structure are displayed depending on changes in temperature of steel. In the report you will also find changes in material properties and parameters of elements –slenderness ratio, reduction factors for buckling in bending and shear.
19. Database of steel tables in LIRA-SAPR
Updated databade of steel tables LIRA-SAPR:
- new steel tables according to valid building codes;
- existing steel tables are updated according to buildign codes;
- dimensions and geometric properties of profiles are checked for correspondence with values mentioned in building codes;
- geometric properties are checked, obvious misprints in building codes detected during the check are corrected.
With regard to analysis with account of warping in the section, methods for analysis of torsion and shear properties of the section were modified and new methods for analysis were added. Now with the help of FEM-analysis, in SRS-SAPR module (Steel Rolled Shapes) you could compute location of shear centre and torsion centre, twisting moment of inertia, warping constant, shear areas along principal central axes of inertia.
New tables of steels and steel profiles that are in use on the EU territory. The following building codes are supported: EN 1993-1-1, EN 10025, EN 10113, EN 10137, EN 10147, EN 10210-1, EN 10219-1, EN 10225, EN 10326, EN 10340.
New tables of steel profiles according to the following building codes:
- T-sections by EN 10055,
- angle sections by EN 10056-1,
- flat bars by EN 10058,
- hot-rolled square bars by EN 10059,
- hot-rolled round bars by EN 10060,
- channel sections PFC, UPE, UPN, I-sections HD, HE, HL, HLZ, HP, IPE, IPN, UB, UBP, UC, J by EN 10365,
- hot-rolled pipes, square and rectangular profiles by EN 10210,
- cold-formed pipes, square and rectangular profiles by EN 10219,
- angles, channels, I-sections and T-sections by ASTM A 6/A 6M,
- additional profiles by ASTM A 6/A 6M according to catalogues ArcelorMittal.
20. Modulus of subgrade reaction C1 in dynamic loads
One of the main types of man-caused impacts on the geological environment are vibrodynamic loads that arise during construction and maintenance of engineering structures. Such loads may cause a change in the physical and mechanical properties of the foundation soils and influence the stress-strain state of buildings and structures. Many researchers informs about increase in deformability of soils under dynamic influences in comparison with static soils. In the new version, subgrade modulus C1 in dynamic loads on foundation is calculated by Savinov's formula.
To carry out calculation, in the table with soil properties one new property is added: elastic constant Ñ0
21. Report Book
New updatable tables of input data for documentation are introduced:
- tables with properties of RC and steel materials available in design model;
- table of hinges where you will see location of hinges in design model, their directions and stiffness values;
- tables with parameters of piers for collecting of forces; tables describe geometry of the piers.
The following updatable tables for documentation of analysis results are added:
- tables of fire resistance in steel structures according to Eurocode (ÅÑ3);
- tables of analysis results for bar systems with account of warping effect, such as bimoments on elements and warping at nodes of the model;
- tables with forces acting on piers from applied load cases, tables of design combinations of forces (DCF) and design combinations of loads (DCL);
- tables of analysis results for the check of specified reinforcement.
Cross-section Design Toolkit
22. Computing stresses based on nonlinear dependencies ‘stress-strain’
The program in version 2018 supports nonlinear analysis for defined combination of forces.
In this module of the program there are new tools that enable you to define parameters for nonlinear strain in materials and apply them to elements of the section.
The laws of non-linear deformation are realized, it enables you to simulate reinforcing steel, strip and structural profiles and concrete of various grades. For the most common concretes by SNIP 2.03.01-84, SP 13330.2012 and Eurocode 2, the program provides pre-settings that allow you to define the required properties quickly and accurately. User-defined tables with concrete properties in CSV format may be imported/exported.
Sigma-epsilon diagram may be generated by the user in tabular format. For the check options, input items are displayed in the graphic window. Program is automatically traces correctness of the input data: sorts, checks that the sign of diagram is changed, ignores horizontal parts, etc.
To input design combinations of forces, there is a table editor that supports import/export in CSV format and works with the Clipboard through Ctrl+C / Ctrl+V.
Output data (with account of nonlinear parameters for strain of materials) includes mosaic plot of stress, relative strain, modulus of elasticity. Forces at point inclusions may be presented if necessary. Analysis results for stiffness parameters of the section as well as crack parameters are presented in tabular format.
Results of nonlinear analysis of the section on defined forces
It is possible to create several design combinations by interpolating forces between the specified ultimate values; this function will simulate the step-type application of load and trace the state of the section at each step. For many combinations, the program allows you to create slides for animation in batch mode.
Large panel buildings
23. New tools
For monolithic and panel buildings, the zone above the window and door openings may be automatically simulated as bar (lintel). Section of bar is computed automatically and presented only in analytical model.
When arranging joints, it is possible to save gaps that exist in the model between panels.
Joints and their labels may be visualized on documentation views (plans and sections).
Within the same joint the user could define connecting pieces of different stiffness and that connect different number of panels. For illustration purposes, connecting pieces are presented in different colour.
List of joints includes all labels of joints available in the model. Components of joint (summary) and number of copies of every label in the model are provided. The list may be used to edit properties for selected label of joint.
Joints may be labelled automatically according to selected properties: diagram of panel connection, structural presentation of joint, variant of arrangement and settings for connecting pieces, length of joint.
Models (walls, slabs, columns, beams, axes) are aligned automatically. This option improves quality of the model by aligning objects parallel to coordinate axes. Coordinates of elements are reduces to modular grid.
Places where panels are not connected with joints may be visualized.Enhanced algorithm of automatic arrangement of joints, etc.