• When the main and additional reinforcement are placed in slabs and walls, it is very convenient to use the "Reinforcement Palette" option. However, previously only one standard set with settings was available for this tool. The updated version of the software offers three separate types of "Reinforcement Palettes" specifically for:

  • foundation slabs and floor slabs;
  • walls;
  • 3D visualization of the reinforcement in the whole building model.

• In the new version of the program, there are more options to display in colour the elements for which the design procedure was carried out. In such a way, it is possible not only to evaluate the model but also to generate working drawings, such as:
  
  • plan of the framework elements;
  • sectional views;
  • 3D views;
  • legends of column reinforcement;
  • legends of pile reinforcement.

• For Pushover Analysis, new option to set the user-defined steps for application of horizontal earthquake load and to take into account the damping ratio.

• For Pushover Analysis, it is possible to use iterative FEs; previously, only step-type FEs were used. This option, for instance, enables the use of nonlinear hinges and inelastic springs to account for the local plasticity.

• The mirror copy command is improved, taking into account the correct location of the cross-section in the elements and the boundary conditions assigned to them.

• The soil model now has a new option that allows it to be temporarily disabled during calculations. It is not required to exclude the soil model from the project in order to identify the best possible design options. Instead, you could activate an option that will ignore the soil model in calculations. This offers a more practical and adaptable method of using the soil model.

• A number of new features are developed in the "Layers" dialog box:
  • for more convenient work, layers may be automatically organized by name;
  • when the underlays are imported, the colours of the layers used in the DWG file fully correspond to the colours in LIRA-CAD module;
  • to check that the layers belong to certain objects, a special graphical view "Layer Colours" is developed.

• We have changed how the parameter value for the ±DH is interpreted in response to many requests from our users. This tool's original purpose was to simulate niches and recesses. That is why the "Depth" parameter was made for it in the interface. The deeper the niche, the higher the parameter value. Many users have discovered an additional application for this tool, though. It was possible to represent pedestals for columns, local thickenings in slabs, and capitals by specifying negative depth values. It's challenging to classify these components as niches. Consequently, the ±DH was introduced instead of the term "Niche," which frequently received a negative depth value.

  Since a positive sign is associated with an increase in thickness and a negative sign - vice versa, it was decided to name the parameter "Thickening" and interpret it accordingly. Now, at negative values of this parameter, the thickness of the slab decreases and accordingly, a niche is formed. At positive values - a local thickening of the slab element is formed.

• In the design of buildings, there is the practice of placing elements at intermediate elevations located between the main levels of the building. To facilitate the work with such objects at certain heights, there is a tool to create "intermediate levels". In the new version of the software, in the "Project Structure" dialog box for such objects, you will see indicators of height elevations, thus facilitating the management of structures placed at different height elevations.

• To facilitate the work process, the key tolerance settings required for the project are now gathered in the project properties window. These tolerance settings are important at various stages of the program: they are used for model generation, during the import of external models, during the design of panel buildings, and when the complete model is checked for errors and warnings. The design process is more standardised and predictable when these characteristics are all in one location, which reduces errors and speeds up the design process.

• The key tolerance settings required for the project are presented in the project properties window. These properties are used in a number of cases:

  • for model generation;
  • when importing models;
  • in the construction of panel buildings;
  • for validation of the generated model.

• The "Shaft" tool is improved. New functionalities:

  • check points are added at the top of the object to make it easier to resize the shaft;
  • for more convenient and accurate generation it is now possible to display the shaft in the analytical presentation of the model;
  • in the "Editable Analytics" mode, the option to change the shaft size is now available;
  • for the shaft element, the "Extract properties" tool is improved and applied; it allows you to copy properties and apply them to other created objects.

• A new option to modify DCL forces and stresses for bars and plates according to a set of rules:

  • 0 - all values of the selected forces are replaced with zero values; 
  • ZERO - values of selected forces, the absolute value of which is less than defined parameter e, are replaced with zero values;
  • FACTOR - all force values for the selected elements are multiplied by the specified parameter k;
  • AFORM - the diagram of values for the selected forces is transformed to rectangular at the bottom and trapezoidal at the top;
  • LFORM - the diagram of values for the selected forces is transformed to trapezoidal at the bottom and rectangular at the top;
  • HFORM - the value at the beginning of the selected force diagram is multiplied by the value of the parameter beg, at the end of the diagram - by the value of the parameter end, other values of the diagram - by the values of the parameter mid.

With the help of this set, it is possible to calculate a single DCL table by considering the rules for modifying the forces for the analysis of plastic walls and assigning responsibility coefficients to every element in the model. In terms of the minimum load-bearing capability of certain structures, it is also quite a flexible tool for putting the provisions of various building codes into practice.

Important.

The forces are corrected in the design sections of the elements that are used in the design procedure.

One of the key features of the program is the option to generate unified structural elements based on theoretical reinforcement obtained from strength analysis. This option is now available for various types of elements, including:

• floor slab
• foundation slab
• column
• beam
• stairs.

In the new version of the program this functionality is expanded, and now unification can also be performed for reinforced concrete walls. The wall unification is similar to the unification of framework elements, which is already familiar to users. The interface of the working window is divided into three zones: the list of all walls with descriptions of their properties is presented on the left, the schematic presentation of the wall with reinforcement contour plots is displayed on the right, and on the top there is a filter that makes it easy to browse through the list of walls in the project.

This tool is one more step in helping engineers easily process large amounts of information about walls. It enables you to unify walls, taking into account not only the geometrical properties of the elements and their location in the framework but also the results obtained in the analysis of reinforcement carried out for these elements.

• A new type of title block is available for drawings:

• Options to add new rows and columns for the Table tool.

• In the pile schedule table in the "Group" mode, there is an option to compare and differ piles by length.

• A new technology for dynamic link with DWG files is introduced. All of the model and storey data may be specified in a single file, which makes it more easier to coordinate the project and make modifications, and it also reduces the possibility of errors when working with several files.

• To create both main and additional reinforcement zones in floor slabs and foundation slabs, new tools have been developed. So, it will be simpler to move a design option from a 2D drawing to a 3D model of the project.

• Improved nodes for IFC import are a significant factor that helps make structural items specified in IFC files easier to understand, even when their geometry is distorted.

• For the nodes, it is possible to define the linear and surface loads in the model. The intensity of these loads vary. Because of this, you can more precisely simulate design models and more accurately describe the actual behaviour of the building.

• New parameters are introduced for the surface load; triangulation of slabs and walls depends on these parameters.

• Using pre-defined shapes, such as polylines or underlays, is not the only way to create openings. The perimeters of the current structural elements, such as the beams, slabs, and columns, may also serve as a basis. Using the dimensions and shapes of the existing objects, this approach generates openings more quickly and accurately. This method eliminates the unnecessary step of drawing individual contours for every opening, considerably accelerates the modelling process, and improves design correctness and efficiency.

The option "Unloading with initial stiffness" is added for the FE of joint. Unloading is performed by an elastic-plastic model with initial stiffness from the point of the current state. Re-loading is performed along the path of the previous unloading, so the joint will return to the point with the maximum strain that was achieved earlier. The relationship between the vertical stiffness and the shear stiffness for the FE of joint is shown in the figure below.

• When offsets for bars are added, it is possible to consider the angle of pure rotation. 

• When the elements are copied or moved by two nodes, either by rotation or symmetrically (mirror copy), there is an option that allows you to rotate the local axes of the bars and assign the calculated angle of pure rotation. The specified sections of bars, loads in the local coordinate system, and offsets in bars are oriented according to the new location of the local axes.

• It is possible to copy selected properties for load cases: type of load case, subproblems, type of dynamics, account of static load cases (mass accumulation for dynamic analysis), selective account of masses in elements, groups of mass redistribution in elements, eccentricities of mass application. It is also possible to copy the values of increasing factors fvk and damping ratios ksi for earthquake load cases. 

• For the list of material properties of reinforced concrete structures (type/concrete/reinforcement) and masonry reinforcing structures (masonry/reinforcement/strengthening), there are new options: 1) to find in the list the data assigned to the elements selected on the design model, and 2) to find on the design model the elements with the data highlighted in the list. 

• A new option "Ignore parameters of filters" that allows you to temporarily disable the reaction to the set filters (selection criteria) in the "Polyfilter" dialog box.

• Added option to edit the angle of deflection for adjacent bars; for this angle, it is allowed to combine the bars into one structural element (default 2.3°). Now, if the user specifies a larger deflection angle, it will be possible to combine curved elements of beams or columns into a single StE.

• Option to customise the hotkeys and add corresponding commands to user-defined toolbars now applies to all flags of drawing (options for setting parameters for presentation of design model and information on it), as well as, mosaic plots of assembled and disassembled elements.

• Option to select groups of structural elements, unified groups, unified groups of structural elements and structural blocks with the selection window. 

• For bars, a new option to display section types and geometric properties on the model.

• A new command that allows you to change the restraints at selected nodes.

• The number of colours may be defined for the discrete colour palette (the palette is evenly divided within the extreme values) and to the colour palette by values (each division corresponds to a unique value of the mosaic plot of the displayed parameter).

• The specified graphs of dynamic loads at nodes (seismograms, piecewise linear (polyline) load with uniform step, accelerograms in relative units) may be presented with account of specified coefficient to load/conversion coefficient of relative units to acceleration units.

• When you define the data to compute the load at the specified nodes of the design model from its remaining part (load on the fragment), there is a new option to exclude nodes that do not belong to the elements of the fragment from the analysis.

• The super-elements may be automatically snapped to the main model, in case super-elements were moved from a subdirectory to the directory with the main model.

• When you define the default parameters for the new problems and new design options, it is now possible not to delete incomplete or conflicting data for reinforced concrete and steel analysis before analysis procedure.

• Modified and extended with new commands the panels of the ribbon interface, as well as the menus and toolbars of the classic interface.

• The "Update contours" command is implemented for walls. This option allows you not to lose the arrangement of reinforcement in elements when the wall geometry is modified in the model. When adding openings, changing the wall length, and using the "Update contours" command, it is enough to update the previously created model of wall reinforcement.

• For more convenient work with objects that are created on the "Drawing" view, new tools are added:

  • mirror copy;
  • object scaling;
  • equidistant.

• In the new version of the program, it is possible to define the scale on the drawing individually for each view image on the sheet. That is, if the same view is presented on the sheet several times, then each of its images may be displayed on a different scale. Usually, the reinforcement view is presented several times on the sheet. It is the reinforcement pattern in the slab in different locations: at the top or at the bottom edge of the slab, along numerical or along letter axes. Now each representation can appear on the sheet at its own individual scale.

• For problems with time history analysis, there is a new option to display mosaic plots of accelerations and velocities for all nodes of the model in the global or local coordinate system. It is also possible to view animation of acceleration and velocity changes in time.

• For problems with time history analysis, the diagram of response spectrum is generated in the directions X, Y, Z, UX, UY, UZ on the basis of calculated accelerations for the certain node of the model.

• For a node with a specified accelerogram, there is a new option to generate acceleration and response spectrum graphs as the sum of the specified graph and the graph obtained from the analysis results.

• New option to select the presentation of mosaic plots for initial, final and relative values of nonlinear stiffnesses of plates and bars calculated as a result of the "NL Engineering 1" (iterative method for characteristic load case) and physically nonlinear analysis that simulates erection process ("Assemblage", "NL Engineering 2" (stepwise method for characteristic load case), "Progressive Collapse"). Mosaic plots of calculated final stiffnesses are added for 1-node and 2-node finite elements that simulate elastic springs with account of ultimate force (FE 251, 252, 255, 256, 261, 262, 265, 266) and nonlinear elastic springs (FE 295, 296).

• For physically nonlinear problems with iterative solids, there are options to view, evaluate and prepare documentation for the calculated parameters of the stress-strain state. In the "Section (state)" window, the following analysis results for the certain iterative solid are presented:

  • mosaic plot of normal stress in the main material /reinforcement of the solid;
  • mosaic plot of nominal strain in the main material /reinforcement of the solid;
  • mosaic plot of tangential stress τxy/ τxz/ τyz in the main material of the solid;
  • mosaic plot of nominal strain γxy/ γxz/ γyz in the main material of the solid.

• New modes for mosaic plots are implemented to evaluate the soil pressure:

  • Mosaic plot of soil pressure Rz (per r.m.) (N/m);
  • Mosaic plot of soil pressure Ry (per r.m.) (N/m);
  • Mosaic plot of soil pressure Rz/Bc (N/m^2);
  • Mosaic plot of soil pressure Ry/Hc (N/m^2).

  Note.

  Bc - width of settlement zone, dimension parallel to the Y1-axis of the bar (m);
  Hc - width of settlement zone, dimension parallel to the Z1-axis of the bar (m)

The new version of LIRA-SAPR 2024 software provides extended functionality for two-way integration with Autodesk Revit. For engineers and architects, a lot of things have been significantly improved.

A two-way converter is developed between two engineering software products: Tekla Structures 2023 and LIRA-FEM. The converter provides full interaction between the two systems; it enables the user to transfer and exchange data between them with no limitations.

This made it possible for engineers to analyse and design metal and reinforced concrete structures more quickly and effectively by integrating data and models between Tekla Structures 2023 and the LIRA-FEM program.

• To work in the Rhino 8 (Grasshopper) environment, the LIRA-CAD 2024 plug-in was modified. It allows geometry to be transferred from Grasshopper to the LIRA-CAD module natively. A two-way integration between Rhino 8 (Grasshopper) and the LIRA-CAD module is developed in this version of the program.

New types of PRBs are implemented.

Now, PRB may be one of the following types:

• All degrees of freedom (DOF)
• X, Y, Z, UX, UY, UZ
• Z, UX, UY
• Y, UX, UZ
• X, UY, UZ
• X, Y, UZ
• X, Z, UY
• Y, Z, UX
• X, Y, UX, UY, UZ
• X, Z, UX, UY, UZ
• Y, Z, UX, UY, UZ

Directions for the degrees of freedom(DOF) correspond to the directions of the local coordinate system of the master node.

The PRB was limited to type 1 ("All degrees of freedom") earlier. This meant that the slave and master nodes were connected by the identical values for warping (model type 6) and temperature (model type 15), in addition to the kinematic restraints between X, Y, Z, UX, UY, and UZ.

The 2nd type of PRB imposes only kinematic restraints between X, Y, Z, UX, UY, and UZ.

PRB of types 3-5 connect the displacements of the slave and master nodes as they move out of the certain planes. As a result, the displacements of the slave and master nodes are independent in this plane.

PRB of types 6-8 connect the displacements of the slave and master nodes in the certain plane. As a result, the displacements of the slave and master nodes are independent when they move out of the certain plane.

PRB of types 9-11 make the displacements of the slave and master nodes independent only along the appropriate axis.

Now, a node can serve as the master for multiple PRBs simultaneously.

Let’s consider modelling a slab-wall intersection, where the slab "leaves a trace" in the shape of a PRB in the wall and the wall "leaves a trace" in the shape of a PRB in the slab.

Previously, the model in the figure was modelled by three PRBs:

1, 4, 5, 48, 51

2, 6, 7, 47, 50

3, 8, 9, 46, 49

Now this can be modelled with the six PRBs. This will release the degrees of freedom in the PRB in directions that do not require restraint. For example, so that the slab and wall nodes in the PRB can move freely from thermal heating.

1, 4, 5 (PRB type 3. Z, UX, UY)

1, 48, 51 (PRB type 5. X, UY, UZ)

2, 6, 7 (PRB type 3. Z, UX, UY)

2, 47, 50 (PRB type 5. X, UY, UZ)

3, 8, 9 (PRB type 3. Z, UX, UY)

3, 46, 49 (PRB type 5. X, UY, UZ)

That is, 1, 4, 5 is an unbending body in the XOY-plane, but can deform in that plane,

and 1, 48, 51 is an unbending body in the YOZ plane, but can deform in that plane.

Important.

When you open the problems generated in previous versions, all PRBs are of type 1 (all degrees of freedom).

A slave node can be part of only one PRB and a slave node cannot be a master node.

• Dynamics module (32) was updated in accordance with the requirements of "SNRA 20.04-2020. Building code, the Republic of Armenia. Design of structures for earthquake resistance. General rules".

• For iterative solids, information about the stress-strain state of the cross-section is added to evaluate the state of the main material and reinforcement.

• For nonlinear elastic springs (FE 295, 296), the final stiffnesses are calculated.

The "feedback" options between the project's design model (VISOR) and analytical model (LIRA-CAD) have been improved. The LIRA-CAD module can now receive updates to cross-sections of elements that were modified in the VISOR module in addition to the results of strength analysis and analysis of reinforcement

If the stress-strain state of the structure is evaluated and it is necessary to relocate columns or modify the cross-sections of certain elements, then such modifications may be transferred from the VISOR module to the LIRA-CAD module with a single click. So the changes will be automatically applied to the LIRA-CAD physical model, which reduces the errors in case the model is updated manually and provides additional time for decision-making and modelling alternatives.

• Account of the max soil resistance for the nonlinear behaviour of elastic base for bars and plates.

  Previously, the nonlinear behaviour of the elastic base for bars and plates meant only that C1/C2 was ignored in uplifting (one-sided behaviour). Now, in addition to the one-way behaviour, it is also possible to define an max soil resistance in compression. That is, now there are two variants of behaviour for the elastic base:

  • one-way behaviour and no limitation on max resistance of soil;
  • one-way behaviour and limitation on the max compressive resistance of the soil.

• New option to get the max design resistance from the calculation in the SOIL system.

Important.

The max resistance of soil should be a negative value. If no data are available or the value is greater than or equal to zero, it is considered that the max soil resistance is not specified.

• New method for calculation of subgrade modulus (Method 6); it is based on experimental data on the velocities of elastic wave propagation in soil layers located below the foundation base. The method is implemented according to NTP RK 08-01.2-2021. For the details, see the Knowledge Base.

• New calculation of the bearing capacity of piles with account of earthquake loads according to Section 11* of SP RK 5.01-103-2013 (rev. 2021).

• Added input data and algorithm for analysis of piles "Electric power line supports".

• Enhanced calculation of bored and drilled piles with bells in sandy soils:

  • If a pile with a bell cuts through a sandy soil layer, then a region of the side surface of the pile with zero soil resistance may appear above the bell. In the previous version, it was assumed that this area always appears when the pile cuts through the sandy soil. In the new version, this region appears only when the sandy soil is located above the pile bell within the height of an imaginary cone made by a line that touches the surface of the pile bell at an angle of φI / 2 to the pile axis. (φI is the angle of internal friction of the soil.)
  • When the height of this cone is calculated according to SP RK 5.01-103-2013 for the "spherical" shape of the pile bell, if dh < (db-D)/2 is specified, then now dh=(db-D)/2 will be accepted in the calculation.

• Optimised function for splitting the imported loads into load subgroups (required for correct determination of the design resistance of the soil R for individual foundations).

• For specific soils (expansive/swelling soils), the shrinkage zone H_sh (defined in the load parameters) is now always measured from the relief surface (more precisely, from the starting point of the diagram for the soil dead weight, i.e. if the "Account of soil weight above elevation of load application" check box is selected, then H_sh will be measured from the relief surface). Thus, if the shrinkage zone H_sh =5m and the foundation depth is 2m, then the shrinkage depth from drying of the expansive/swelling soil will be only 3m and only from the total stresses under the foundation base. And if the specified H_sh is less than the foundation depth, the settlement from the deformation at drying out of the swelling soil will be equal to zero. A detailed description of this calculation is available in the Knowledge Base.

• In all tabs of specific soils in the "Soil Properties" table, it is possible to arrange the P values (pressure) and nominal strain in ascending order. To avoid confusion in the calculation, you should always try to set this data in ascending order.

• If the swell shrinkage parameters (pressure-shrinkage) were specified with a single row (i.e., without the row 0=0), then linear interpolation is used to determine the pressure-shrinkage parameters from zero up to the specified values. If the active pressure exceeds the user-specified pressure, the last (user-defined) value is then considered a constant. Previously, for all shrinkage values from zero (including zero stresses), the single defined row shrinkage-pressure was assumed to be constant.

• When there is an overlap of loads with the "Results" attribute:

  • in the "Results at Point" dialog box, the results for the top load will be displayed.
  • in case there are piles, the elevation of the pile head is considered as the elevation of the load.

• "Results at point" dialog box. When generating diagrams and dimensions, the contrast colour is determined automatically depending on the background colour defined by the user in the input data.

• A "Geometric properties" buttons are added to the "Soil" ribbon tab on the "Tools" panel. You can use these buttons to measure distances, angles and areas in the SOIL system (the last option on the submenu, "For selected elements" enables you to calculate the areas of selected loads).

• Enhanced automation tools for model generation and access to analysis results.

• New input tables to define and modify coordinate axes, height elevations, structural blocks, materials for reinforced concrete, composite (steel and reinforced concrete), masonry reinforcing, and steel and aluminium structures are added. New parameters are added to input tables for perfectly rigid bodies, offsets for bars, forces for bars, and subgrade moduli C1 and C2 for plates and bars.