It is possible to compute a new type of force that is an analogue to the shear force for warping (model type 6). The lateral-torsional moment is calculated in the design cross-sections of bars; for this moment, the diagrams along the length of the bars are generated for FE 7. This type of force is required in order to compute the tangential stresses in the analysis of the load-bearing capacity of elements subject to torsion.

• Enhanced algorithm for analysis of reinforcement with off-centre tension at small eccentricities (including by strength).

• Analysis of reinforcement is optimized with account of fire resistance (now it is possible to avoid the significant increase in reinforcement in individual elements where the compressive or least tensile reinforcement was increased in cases of extremely small compression zones of concrete).

• For the SP RK EN 1992-1-1:2004/2011, the condition "not less than 1.5 wall thickness" is added to the parameters for determining the min dimension of the end zone L_c of a plastic wall.

• For plates, in the analysis for width of crack propagation by Karpenko method, the value Ψ_s=1 may be fixed now.

Analysis of physically nonlinear bars for which a cross-section of arbitrary shape and components is generated in the "Cross-section Design Toolkit" module. Elements with such a cross-section can be physically nonlinear step-type, iterative with unloading with initial stiffness and iterative without unloading.

• When opening problems saved in the version 2022, the option "Use the following over-strength value in analysis: minimal from all elements of FE model with the 'dissipative zone' parameter specified" is automatically activated.

New check and limitation on the specified parameters for orthotropy stiffness. The stiffness should be positive:

• for plate FEs ν12 ≥ 0, ν21 ≥ 0, ν12*ν21 < 1;

• for solids ν12 ≥ 0, ν21 ≥ 0, ν13 ≥ 0, ν31 ≥ 0, ν23 ≥ 0, ν32 ≥ 0,

ν12*ν21 + ν23*(ν12*ν31 + ν32) + ν13*(ν21*ν32 + ν31) < 1

Conditions that the matrix of physical constants for orthotropy is positively definite:

• for plate FEs E1*E2 > (0.5*(E1*ν12+E2*ν21))^2;

• for solids

E1*E2*(1-ν23*ν32)*(1-ν13*ν31) > (0.5*(E1*(ν12+ν13*ν32)+E2*(ν21+ν31*ν23)))^2

E1*E3*(1-ν23*ν32)*(1-ν12*ν32) > (0.5*(E1*(ν13+ν12*ν23)+E3*(ν31+ν21*ν32)))^2

E2*E3*(1-ν13*ν31)*(1-ν12*ν32) > (0.5*(E2*(ν23+ν13*ν21)+E3*(ν32+ν12*ν31)))^2

• Optimised algorithm for calculating geometric properties with cross-sectional dimensions of tens of metres, for example, when calculating the stiffness centres of foundations.

• Enhanced smoothing function for results obtained on a sparce triangulation mesh.

• For the strain in FEs 55, 255, 265 and 295, an alternate sign rule is applied. The new rule states that strain along an axis of the element's local coordinate system has the sign "-" if nodes move in the direction of each other (compression), and the sign "+" if nodes move in the opposite direction (tension). If the projections of the nodes on this axis coincide, the sign of strain will depend on the order of node numbers defined for the element, that is, by the same order as previously defined.

Note:

Previously, strains were computed as the difference in displacements of the 2nd and 1st node. That is, the sign of strain depended on the order of node numbers defined for the element.

• In analysis of plate systems, for individual finite elements of shell, it is possible to define the sixth degree of freedom (rotation UZ relative to the axis orthogonal to the plane).

• A new option to select colour settings for interactive screenshots that are added to the Report Book. Either current colour settings or the default White colour standard may be applied.

  Moreover, it is now possible to customize the option "Return to view / Update with current colour settings or with colour settings saved in the screenshot".

  This option is helpful, for example, when you prepare screenshots for printing if they were taken with a background other than white or the colour standard Black. To do this, before you save the *.docx file, in the document window, apply the colour, format for numbers and font settings and then update with current settings.

  Note.

  An interactive screen copy of the design model window, or, in short, a window screen shot, is an image of the design model with associated data, namely, the settings of the design model image and the data for updating this image. Unlike a regular image, a window screen shot may be updated if the design model or its analysis results change.

• New option to organise the data in two columns in the "Metal elements (selection)" table. Now it is possible to sort (initially) the data in one column (in ascending/descending order), and then additional sorting by one of the columns - "groups of properties for subheading /element/ Unification group of element, structural element / selected section" (from A to Z/in ascending/descending order). In this case, the order of rows defined initially is saved.

• The "Structural element" column is added to the tables DCF and DCL characteristic (design, design long-term, normative, normative long-term). When appropriate check box is selected, the names of structural elements are displayed in the filter settings, so you could easly organise the data by this parameter.

Analysis of the load on fragment (reactions) and punching shear analysis for loads defined "by formula".

• New option to automatically generate the icons for *.lir files (as well as *.spf, *.kcc files). Instead of seeing the typical application icon when you preview files in Explorer in medium, large, or extra-large icon modes, you will see a screenshot of the program window right before the file was saved. With the help of this feature, files can be distinguished more visually and uniquely, which makes it simpler to identify them and navigate their contents.

• When the input data is defined, you can now use a decimal point and a decimal comma as separators. The update will make it easier to use the program in many locations that accept decimal fractions in different formats.

  Moreover, there is an option to automatically replace the Cyrillic characters "e" and "E" with Latin ones; this avoids errors in the exponential form of numbers.

• New option to select the background colour of the working window of the program (White or Black). In this case the colour settings of objects, symbols and notes corresponding to the selected background are automatically replaced.

  Note.

  For the Black background, the ranges of the default colour palette for mosaic plots are selected so that the most extreme result (max for forces, reinforcement, or min for reserve factors) is displayed in a light colour that stands out against a dark background.

• New settings for measurement units of velocities and accelerations.

• Fixed bug in analysis of the iterative bar, namely, in the calculation of reactions Qy and Qz. There was incorrect calculation for the moment of inertia of the figure relative to an arbitrary point.

• For the iterative plate, the calculation of reactions by Qx and Qu is modified. The tangential strain XZ (YZ) along the section were redistributed in such a way that the sign of the integral reactions Qx (Qu) may not coincide with the sign of the initial tangential strain XZ (YZ).

• In cases of tension and moment (at small eccentricities), the location of the neutral line and slope angle are clarified.

• The state of equilibrium for the situation of pure bending is clarified. Sometimes, there were cases when a section fails before the ultimate force is reached.

• Fixed bug in generating the DCF table for a 3D thin-walled bar with warping of the section (FE 7).

• In analysis on fire resistance for plates (slabs, walls), fixed bug where the reinforcement was increased in case of one-sided heating.

• For expansive soils, clarified H_sh (expanding zone) when the option "Account of soil weight above elevation of load application" is selected.

• Fixed vector presentation of text when several screenshots are saved as a group.

• Modified algorithm for generating the punching shear contours.

• Fixed bug in defining the snap for rebars when the "From materials" option is selected in the settings for PR types.

• Fixed bug in identifying the PRB when the "All degrees of freedom (DOF)" option is selected.

• Clarified buckling analysis for the universal bar in the mode for the whole model.

• Fixed bug in the scale of text labels on the screenshots (also known as "posters") of the design model if the size of these screenshots was defined in the special dialog box.

• New modes for mosaic plots are implemented:

  • A group of mosaic plots to check and prepare documentation for the specified perfectly rigid bodies: mosaic plots for the number of instances for PRB that include a node (all slave nodes of the PRB should have a value 1 on the mosaic plot, master nodes of PRB should have values of 1, 2 or more); mosaic plots for the number of nodes in all PRBs that include a node; mosaic plot of PRB types.
  • A group of mosaic plots to check the loads applied to the model: mosaic plot for the number of identical loads applied to an individual node and/or element; mosaic plot for the number of loads applied to an individual node and/or element (the surface load is considered as one load); mosaic plot for loads with account of specified surface loads (uniformly distributed over the area) applied to the plates.

• A group of mosaic plots for the percentage ratio of the reinforcement area of selected/specified longitudinal reinforcement along the X, Y and XY axis (total) to the cross-sectional area of the plate.

• A group of mosaic plots for displaying and documenting the analysis results of reinforcement for bars with the type of reinforcement "Plastic wall" by SP RK EN 1998-1:2004/2012: mosaic plot for the product of confinement effectiveness factor and mechanical volumetric ratio of the confining reinforcement; mosaic plot for relative (normalized) axial force; mosaic plot for the length of boundary zone.
• A group of mosaic plots for max and min thickness values of metal shapes.

• Mosaic plots for elasticity moduli with account of defined coefficients E(E1)*kE, E2*kE , E3*kE.
• Mosaic plot for groups of mass redistribution.
• Mosaic plot for the max design compressive resistance of the soil along the Y1-axis.
• Mosaic plot for the max design compressive resistance of the soil along the Z1-axis.
• Mosaic plot for behaviour type of elastic foundation.
• Mosaic plots/diagrams for lateral-torsional moments Tw.
• Mosaic plots for plates with forces and stresses at nodes.
• Mosaic plot for the elements for which the state of the sections will be analysed.

• New tool to select iterative physically nonlinear elements in which the state of section should be computed in analysis. In the Time History Analysis, it is possible to define the integration steps at which the analysis results for section state will be displayed (mosaic plots for normal stress, relative strain in the main material and reinforcement for the certain plate or bar; tangential stress, relative shear strain, max stress, max relative strain in the main material for the certain plate). 

• For the problems with Time History Analysis, you could generate graphs for the bimoment Bw (this moment will be computed only for the FE type 7 in problems with the model type 6) and the lateral-torsional moment Tw.

• In the window with the output data from Pushover Analysis (monotonic increasing of horizontal earthquake load with check of horizontal displacement), there is a new option to generate a normative graph of the elastic spectrum.

• Enhanced algorithm for determining the centre of the composed section of a bar analogue. Now offsets (in bars and plates) that generate the composed sections are taken into account.

• Forces in bar analogues for problems with solids are computed more quickly.

• New option to export (to VISOR module) the arbitrary cross-section with materials that have nonlinear properties (such as nonlinear stress-strain diagrams for concrete and reinforcement, creep diagrams). Nonlinear arbitrary cross-section may be saved to a separate file and used in VISOR module as a separate type of stiffness. After physically nonlinear analysis of bars with a nonstandard nonlinear cross-section, it is possible to transfer the calculated forces from VISOR module to the "Cross-section Design Toolkit" module.

Important. When such sections are used in FEA, the stiffness in shear and torsion should be calculated for them.

• New option to import the cross-section based on fire resistance data of elements from VISOR module to "Cross-section Design Toolkit" module, taking into account the change in nonlinear stress-strain diagrams for concrete and reinforcement under exposure of high-temperature according to DSTU-N B EN 1992-1-2:2012. 

• When the table of output data at characteristic points of the cross-section is displayed on the drawing, it is possible to select the drawing sheet on which the table should be placed. It is also possible to select the font size and the option to have a table header. 

• The principal axes calculated in the "Cross-section Design Toolkit" module are now adjusted according to the principal axes in VISOR module and in the FEM solver. Thus, the Y1-axis now always corresponds to an axis with the largest moment of inertia.

• The sign is inverted for the stresses that are computed from the bimoment.

• There is a new option to add posters to the Report Book and to resize the virtual canvas; it enables you to scale the screenshots without losing quality.

  There are two ways to set the poster scale: to specify the image size in the dialog box, or to set the type of image that will be used as a basis for the scale calculation. With this option, you can generate RC drawings in graphical software applications by using high-resolution pictures as underlays.

• A new standard table, "Total loads", is added; it is available from the mode of input data and output data. The table can be used to prepare documentation and check the specified external static loads on nodes and elements, as well as the calculated inertial forces for dynamic loads

• In the properties of the Report Book, it is possible to select a format for storing images. By default, the *.png format is used.

• New option to add all selected pictures (.jpg, .png, .bmp, .ico, .emf, .wmf, .gif) and other documents (.txt, .rtf, .doc, .docx, .xls, .xlsx) to the Report Book. All pictures and other documents will obtain the name as in initial file.

• The "Periods of vibrations" table contains new columns with values of dissipation ratios and with information about the most dangerous cosines for each mode shape. This information was excluded from the analysis protocol of the problem.

• The tables of input and output data contain new data.

• The functionality of the "Large panel buildings" system is expanded. The additional parameter "design resistance of concrete in compression" in the material properties for reinforced concrete is provided. This allows you to calculate the strength of horizontal joints and panel elements of the framework according to various building codes available in the LIRA-FEM software.

• The option "Unloading with initial stiffness" is added for the FE of joint.

• For the SP RK 1992-1-1:2004/2011, in analysis of "Column" and "Pylon" element types, there may be more intermediate reinforcing items for increasing reinforcement. This option increases the analysis accuracy and makes the selection of reinforcement more efficient. The additional items are located at the edges of cross-sections. The number of such items may be specified as the input data for RC materials.

• For the new reinforcement type "Wall (Bar)", the strength analysis of walls and pylons is implemented based on the linear distribution of strain in the normal section. The new reinforcement type may be assigned to bar elements of the model and bar analogues. The bearing capacity of a normal wall section is determined based on the distribution of normal stresses in the section. The relationship between the normal stresses and relative strains is based on the stress-strain diagram specified for concrete and reinforcement. The position of the reinforcement items depends on the spacing or number of reinforcement bars (rebars) along the length of the wall.

• For the type of reinforcement "Wall (Bar)", the peripheral reinforcement at the ends of walls are computed in earthquake analysis by sect. 5.4.3.4 SP RK EN 1998-1:2004/2012 "Design of structures for earthquake resistance. Part 1. General rules, seismic actions and rules for buildings". This analysis is carried out when the "Plastic Wall" mode is activated.

• New option to compute the percentage ratio of the reinforcement area of selected/defined longitudinal reinforcement along X, Y and XY-axes (total) to the cross-sectional area of the plate.

• It is possible to create a custom steel table with rebars; this table may be used to select required reinforcement.

• The program is updated to support the base edition of EN 1992-1-1:2004 + A1:2014. "Eurocode 2: Design of concrete structures. Part 1-1: General rules and rules for buildings".

• Unicode is now supported. Previously, the LIRA-FEM program was limited to working only with certain languages and localizations of operating systems. And the VISOR module used ANSI encoding, which could lead to problems with text display when switching between languages or when transferring data between different systems. Now LIRA-SAPR 2024 completely supports operation in any language and with any localization on any operating system. Users can freely switch between languages and interact with the program in their native language without any restrictions. Text and symbols in several languages, including a range of alphabets, special characters, and symbols written in other scripts, are supported by LIRA-SAPR 2024.  

• LIRA-CAD module (user interface) is now available in Polish language as well.

• There is a new option to generate the drawings in Georgian when the working documentation is prepared.

• Calculation of modulus of subgrade reaction C1/C2 for inclined slabs and bars.

• The table of soil properties is expanded with properties for analysis by ultimate limit state (ULS); they are used to compute bearing capacity. Soil properties for analysis by serviceability limit state (SLS) are used to compute settlement and stiffness. The confidence level α is taken as equal to 0.85 for analysis of foundation base by SLS and 0.95 for analysis of foundation base by ULS.

• Calculation of pile stiffness by SP RK 5.01-103-2013 is implemented.

• In the SOIL system, it is possible to define a low-compressible/unstable soil. If the pile is rested on such soil, the pile should be considered as a post.

• The method for automatic filling in the values of the proportionality constant is changed. The constant of proportionality is used to calculate the horizontal stiffness of piles. For SP RK 5.01-103-2013, it is possible to select the table for proportionality constant.

• The calculation of pile bearing capacity for sandy loam at plasticity number Ip≤4 is clarified.

• For pile foundations of bridge piers, the calculation of the design resistance of soil under the bottom end of bored and drilled piles and shell piles is clarified.

• To generate an equivalent model of pile foundation, it is possible to select additional options Req has been added: h tg(Fi,II / 4) and h tg(Fi,II / 4) < 2D, where h and Fi,II are respectively the depth of pile penetration and the angle of internal friction. For the calculation according to SP RK  5.01-103-2013, the value h tg(Fi,II / 4) is taken by default.

• New option to set the water table level as the borehole properties as an alternative to manually separating properties of geological element (GE) above and below the water table.

• New option to transfer the active soil pressure Pz at the bottom face of the slab rather than at the middle of the slab/shell.

• For all methods for calculation of elastic foundation, there is an option of not calculating the C2 modulus. This option is available in the settings for calculation in the SOIL system and in the "Soil model" dialog box.

• Imported loads that do not have common boundaries may be automatically divided into subgroups of loads. For example, for correct calculation of design resistance R for stand-alone foundations.

• In the SOIL system, mosaic /contour plots and screen shots with soil model are displayed with their names to easily document the input and output data.

• When the output data is displayed, the name of mosaic plot for design soil resistance R, etc. contains the appropriate elevation.

• New option to select the value of the load factor for soil in pullout load to determine the bearing capacity (relative) of piles.

Note. In LIRA-FEM program, when calculating the bearing capacity of piles (FE 57 both for single piles and for pile groups with account of mutual influence), their bearing capacity Fd (with account of seismicity)/ Fdu (without account of seismicity) is calculated.

• New mosaic plots are implemented to evaluate the bearing capacity of piles according to calculation results:

• Mosaic plots for the bearing capacity of piles in compression/pullout load with/without earthquake (relative);
• Mosaic plots for load on pile Qх/Qy/Q;
• Mosaic plots for pile pressure on the soil along the side surface σz,х/σz,y/σz

• For some specific soils (collapsible, saline) and consolidation analysis, the stresses from the weight of soil excavated from the pin are now taken into account.

• The search for the lower boundary of the subsidence zone (the point of intersection between the total stresses and initial subsidence pressure) is clarified. If the total stresses under the foundation base are less than the subsidence pressure, then the search for the possible lower boundary of the subsidence zone continues along the entire height of the subsidence zone.

• Clarified calculation of self-weight stresses for specific soils in case the weight of soil excavated from the pin should be taken into account.

• Clarified calculation of expansive soils for which the height of the shrinkage zone Hsh now starts at the soil level.

• Mosaic plot for loads with account for overlapping load areas.

• New option to display the properties of constructed soil (soil cushion) on a cross-section.

• In the "Results at point" window, new option to display the elevation at the bottom of the pin and the base of equivalent foundation.

• New control when the loads from excavated soil are overlapped to more than 0.5% of the area. Previously the calculation was not allowed when the loads of excavated soil were overlapped to more than 1% of the area.

• For imported loads, new option to display the name and path of the appropriate *.lir file, as well as loads imported from *.dxf and *.spf files.

• In the load properties, now it is possible to write a comment.

• New option to organize the load subgroups.

• Tracing routine is provided for the check and selection of steel cross-sections by "Eurocode 3: Design of Steel Structures - Part 1-1 - General Rules and Rules for Buildings. May 2005. Incorporating Corrigenda February 2006 and March 2009" (hereinafter called EN 1993-1-1:2005/AC:2009) and "Eurocode 3: Design of Steel Structures. Part 1-1: General Rules and Rules for Buildings. May 2005. May 2005. Including Corrigenda February 2006 and March 2009", taking into account the national annex, (hereinafter referred to as SP RK EN 1993-1-1:2005/2011).

  The file with tracing routine is generated in HTML format and you could open it in a web browser.

• For elements subjected to warping torsion, tangential stresses t,Ed caused by lateral-torsional moment Tw,Ed is added. This option is supported in analysis by EN 1993-1-1:2005/AC:2009 and SP RK EN 1993-1-1:2005/2011.

  N.B. The normal stresses w,Ed caused by the BEd bimoment (this point will be computed only for the FE type 7 in problems with the model type 6) are also taken into account in analysis of bearing capacity for elements.

• For the SP RK EN 1993-1-1:2005/2011, check and selection of welded I-beam cross-section are carried out by analytical formulas (without reference to the steel sheet tables). So, it is possible to select the most economic cross-section according to the criterion of the lowest weight.

• For the analysis of steel structures,it is possible to select the coefficient Ω,min not from adjacent elements, but from the whole system, including super-elements. The option may be defined in the "Analysis parameters (Metal, RC)" dialog box. N.B. Seismic energy dissipation may be taken into account as a result of plastic hysteresis behaviour of structural elements. The analysis method itself is implemented according to Section 6 "SPECIAL REGULATIONS FOR STEEL BUILDINGS", "Design of structures for earthquake resistance. Part 1. General rules, seismic actions and rules for buildings. Incorporating Corrigenda July 2009". CP RK EN 1998-1:2004/2012.

• Responsiveness of application is enhanced during analysis of metal sections for large models. There are additional checks for analysis termination. Elements are divided between logical cores regardless of their number.

• The user interface is updated.