SDNF format (Steel Detailing Neutral File) is used for import/export of 3D models when working with such CAD software, as AutoCAD, Bocad-3D, Tekla Structures etc. In the SP LIRA 10.10, it became possible to import/export models from this format.

SDNF format describes such structural elements as bars and plates, as well as loads on them, information about materials etc. Ability to work with SDNF format is implemented both for version SDNF 2.0 and the more modern version — SDNF 3.0.

• Plugin allowing import/export between SP LIRA 10 and Revit has been implemented for Revit 2019 and Revit 2020.
• Added the ability to save and load the results of reinforcement proportioning, transferred to Revit. In addition to isofields/diagrams, the saved data include legend settings.
• The buttons that trigger plugin functions are moved from the drop-down list “External tools” to the Revit ribbon.

Saving of input data when importing floor plans has been implemented. Selected units of measurement are saved for all categories, as well as a scale factor.

Additional analysis of layer name, which was implemented for files of floor plans, is now implemented for freestanding files of *.dxf format. This additional analysis includes all types of loads, cross section geometry and materials.

To achieve the required accuracy of dynamic calculation of buildings and structures, it is very important to ensure correct accounting of damping forces, which have a significant effect on general oscillatory process. When calculating building structures for dynamic effects, the great importance is a choice of a model, describing internal friction in a material.

General damping matrix in SP LIRA 10.10 is written as

(1)

where

– matrix of concentrated dampers,

matrixes of masses and stiffness of the calculation model,

multipliers to the matrixes of masses and stiffness of the calculation model,

number of finite elements with nonzero multipliers to the matrixes of masses and stiffness of the element,

matrixes of masses and stiffness of the finite element,

multipliers to the matrixes of masses and stiffness of the finite element.

Multipliers and to the matrixes of masses and stiffness of the calculation model are set in the loading “Damping”, where you can also specify concentrated dampers for the matrix .

Multipliers and to the matrixes of masses and stiffness of finite element are set in the Material Editor.

Special finite elements do not have multipliers and .

Instant failure (malfunction) of one of the elements of the supporting structure is usually associated with the problem of progressive (avalanche-like) collapse. The origin of the “progressive collapse” term is connected to the tragic event in London on May 16, 1968. The 22 story Ronan Point apartment tower, which was built according to the Larson-Nielsen system, suffered due to a natural gas explosion. As a result of the explosion, a load-bearing end wall as well as not bearing external wall of the corner apartment on the 18th floor were destroyed. Having lost their support, end walls and floor slabs of overlying floors collapsed. Also the impact of weight and impact of falling elements caused the destruction of the walls and floors of the corner of the building to the lowest floor.

Calculation of stability against progressive collapse is performed in quasistatic or dynamic settings. In practice, in most cases, quasistatic calculation is used with a dynamic factor equal to 2. This value of the dynamic factor follows from the theoretical solution of a single mass elastic system without damping at constant load.

A sudden destruction of an element corresponds, for example, to an explosion, fire or emergency overload. At the same time, the dynamic response of the structure to damage should be considered. Instant failure is modeled by replacing the reactions of the destroyed elements to the opposite direction. Considering the high failure rate, the dependence of the force on time can be taken as bilinear.

In SP LIRA 10.10, to protect against progressive collapse with local destruction of load-bearing structural elements, the following opportunity was implemented. For assembly dynamic problem, both linear and non-linear, for the last assemblage stage, you can indicate the elements that will be dismantled in a dynamic setting.

For dynamic loading you can specify the graph of changes in the reactions with the opposite sign of disassembled elements.

After the end of the calculation, the full range of results is available at any time for the studied period. In addition, the possibility of analyzing graphs of the changes in time of accelerations, speeds, displacements, forces, stresses, etc.

Based on the entered coefficients, the stiffness characteristics, used by the calculation processor when compiling the stiffness matrix of design model, can be edited. This feature, in particular, allows you to take into account the recommendations of the normative documents, namely section 6, SP 52-103-2007 “Reinforced concrete monolithic building structures” on decrease in stiffness of plates and columns.

For bars you can specify the coefficients for each of the seven stiffnesses (EF, EIY, EIZ, GKR, GFY, GFZ, EIW), by which they multiply when constructing a stiffness matrix and taking into account temperature loads.

For plates you can specify the coefficients, by which the elements of elasticity matrixes of plane stress state, bending and shear are multiplied (when constructing a stiffness matrix and taking into account temperature loads).

Coefficients to stiffnesses show, how many times the calculated values of stiffness characteristics differ from the values, which will be calculated. By default, stiffness coefficients are taken equal to 1.0.

The hinge indicates the yielding adjoining of the element to the structure's node. We will call the hinge elastic or linear, if the stiffness of its yielding bracing does not depend on the internal forces in the element. An ideal hinge, which is a special case of elastic, has the stiffness of its yielding bracing equal to zero. Implementation algorithm of elastic hinges is based on the method of jordan eliminations and detailed in [1], Annex А.

For nonlinear hinge the dependency between movement and internal force at yielding bracing, satisfying the following condition, is set

the stiffness of yielding bracing is equal to .

Elastic-plastic hinges can be used for modeling nonlinear work of structural elements, modeling of structural failure mechanisms, in calculations on extreme load, in calculation of resistance to progressive collapse, for Pushover analysis, as well as to analyze the dynamic behavior of the structure.

It is assumed that the material of the bar finite element itself works in elastic stage, i.e elastic-plastic hinges are implemented in the initial and final cross sections 7 and 10 of finite elements. For nonlinear hinges it’s possible to specify elastic-plastic with hardening and ideal elastic-plastic (fig. 1) work graphs.

Figure 1. Ideal elastic-plastic work graph

Figure 1 shows the graph, corresponding to bending. Here: — ultimate moment of bar's cross section, — rotation angle corresponding to ultimate moment

In most cases nonlinear hinges are set only according to the angular degree of freedom, but in general case it is possible to use the plasticity hinge with components for normal strength, torque, transverse forces and bending moments in two planes.

Figure 2. Setting the work diagram of a nonlinear hinge to the elements of design scheme

The problem with nonlinear hinges is solved by iterative method [2]. Consideration of node's yielding can significantly affect the stress-strain behavior of the structure due to redistribution of internal forces.

1. Perelmuter A. V. Design models of structures and the possibility of their analysis/ A. V. Perelmuter, V. I Slivker. – K: Steel, 2002. – 597 p.
2. Gorbovets A. V. Approximate schemes for stationary and non-stationary problems with one-way restrictions / A. V. Gorbovets , I. D. Evzerov // Computing technology. – 2000. – T. 5, №6. – P. 33-35.

To consider elastic foundation along the bar, the following term is added to the potential energy functional for bar

where — contact area perimeter, — coefficient of elastic foundation along the bar.

And the following term is added for plates

where and — coefficients of elastic foundation, accordingly, along the local axes and of the plate.

The added terms have the same form as the standard elastic foundation and are implemented (when constructing a stiffness matrix and calculating reactions) similarly.

Consideration of elastic foundation along the bar is needed for the correct modeling of piles with a chain of bars. Such modeling became possible in the version 10.10 of SP LIRA.

Assignment, control and display of assigned values are implemented for the added elastic foundation components.

Multilayer plates and shells are widely used in various fields of industry and construction. These are elements of space, aviation, shipbuilding equipment, protective structures of NPP, reservoirs and tanks for chemical production, structures of industrial, civil and transport construction, power engineering equipment etc.

Due to widespread use of multilayer shells in engineering practice, the study of stress behavior of the separate layers becomes more relevant. The current implementation ensures work compatibility for the whole multilayer package of composite construction. For each layer (allowed no more than 10 layers) you can specify: thickness, density, Young’s modulus, Poisson’s ratio, and coefficients of thermal expansion.

All the values necessary for the calculation are determined by the through-thickness integration. At the same time, it’s assumed that loads are applied to the middle surface of cross section. Coefficients of thermal expansion are calculated as cross section averages.

In previous versions of the software package LIRA, internal forces in bar elements were calculated exclusively in the main axes of bar’s cross section. In SP LIRA 10.10 the ability to specify axes for calculation internal forces for bar elements has been added. Coordinate system for internal forces calculation in bar elements uses the following rule: local axis , as always, is directed from the first node to the second, a user sets the vector, parallel to the local axis , which may not coincide with the main axis of inertia, local axis forms the right triple with the axes and . In this coordinate system hinges, rigid inserts and local loads are specified.

Results Tables on bar elements in the new version of SP LIRA 10.10 can be obtained both in the axes of internal forces alignment, and in the main axes of inertia.

Cholesky decomposition method was first proposed by a French military geodesist of Polish descent Andre-Louis Cholesky at the end of World War I, shortly before his death in a battle in August 1918. The idea of decomposition has been published in 1924 by Benoit (who was a co-worker of Cholesky). The decomposition was first used by T. Banashevich in 1938. In Soviet mathematical literature it is also called square root method. This name is associated with the characteristic operations, absent in the related Gauss decomposition.

For sparse matrixes, Cholesky decomposition is widely used as a direct method for solving linear systems.

In the version 10.10 of SP LIRA, the decomposition method using CSC (Compressed Sparse Column) format has been implemented: when only nonzero matrix elements and their coordinates are stored (row and column numbers). This storage scheme has minimal memory requirements and at the same time it’s very convenient for operations on sparse matrices.

The figure shows the representation of the matrix in the CSC format.

This implementation has significantly accelerated decomposition of the stiffness matrix of the design scheme. So, for processors Intel (R) Core(TM) i7 8700 CPU @ 3.20GHz, 6 physical cores, 12 logical cores, with a cache of the third level 12 MB, RAM 16 GB, the acceleration is from 1.3 to 5.

For example, the decomposition procedure of the stiffness matrix of a frame building (3,661,779 unknown values) using the above mentioned computer took less than 2 minutes.

Modal mass is a mass fraction of the structure , involved in a dynamic reaction by the certain form of oscillations

where

— mass matrix of design model,

— st mode of natural oscillations,

— direction vector of foundation’s seismic movement by nodes.

In previous versions of the software package LIRA 10, for consideration of modes of natural oscillations in dynamic reaction of building or structure, contribution in modal masses of the corresponding natural mode should have been at least 1%.

In the version 10.10 of SP LIRA, users are given the opportunity to specify a minimum percentage of contribution in modal masses, after overcoming which the mode of natural oscillations will be taken into account in the dynamic response of a building or structure.

In the version 10.10 of software package LIRA, the calculation of design combinations of loadings (DCL) for ASSEMBLAGE system has been implemented. Both user-defined and automatic combinations are available for forming.

When forming Automatic combinations, one restriction is imposed:

only one stage of erection can have a non-zero coefficient in the history of erection.

Software package LIRA 10.10 provides an opportunity to calculate buildings and structures on a pile basis. It can be either a calculation of the generalized characteristics of piles (FE 57) or modeling of piles with a chain of bars (architectural single-noded element “Pile”).

For architectural single-noded element “Pile”, the “Pile (Elastic Restraint)” cross section is assigned, in the parameters of which the opportunity to specify the reinforcement arrangement has appeared for its subsequent proportioning.

After the “Pile (Elastic Restraint)” cross section has been assigned to the architectural single-noded elements “Pile”, they are displayed with the length specified in the cross section, and when are shown taking into account the assigned cross sections — they are also displayed with a given configuration of the cross section contour.

Modeling of piles with a chain of bars can be implemented in two ways:

• by the method of “elastic supports”
• by the method of “elastic bar”

The idea of the method of “elastic supports” is that elastic links (FE 56) are created in the nodes of the bar with stiffnesses in horizontal and vertical directions. Stiffnesses by directions are obtained as the product of the bedding values of soil foundation and the corresponding area: for horizontal directions — area of cross section’s bearing on soil, for vertical direction — half area of the lateral surface of adjoining elements. In addition, under the tip of the pile for vertical direction, a value equal to the product of the stiffness of the foundation and the cross-sectional area of the pile is added to the stiffness.

The idea of the method of “elastic bar” is that sectors of pile’s bars are modeled by bars on an elastic foundation. Bedding values of soil foundation by horizontal directions are calculated according to the Annex V, SP 24.13330.2011 Pile foundations. In the vertical direction, the work of the pile is provided by the resistances along the lateral surface of the soil layers and creating an elastic hinge on the tip of the pile with stiffness that is equal in vertical direction to the product of the stiffness of the base and the area of cross section.

In the version 10.10 of SP LIRA, the idea of the method of “elastic bar” has been iplemented, because this method is independent of the fragmentation step to finite elements and allows to get smooth diagrams of longitudinal and transverse forces, what better matches the actual work of the pile than the results by the method “elastic supports”.

For correct modeling of piles with a chain of bars in the SP LIRA 10.10, the accounting of the elastic foundation along the bar has been implemented, that is, the following term has been added to the potential energy functional for the bar

where — contact area perimeter, — coefficient of elastic foundation along the bar. When modeling horizontal load operation, the accounting of soil foundation is performed using elastic foundation coefficients and .

When indicating to the architectural single-node elements “Pile” that the characteristics of the foundation should be specified according to the soil model, elastic foundation coefficients are assigned automatically according to the layers pierced by the pile.

Two methods for determining soil base coefficients along the bar have been implemented:

• by the results of field testing
• by the results of calculation of bearing capacity and settlement

In case of using architectural single-node elements “Pile”, the diagrams of internal forces (, , , , ) along the length of the pile will be obtained in the results of calculation.

And if the structural design parameters were specified for piles, then there is a possibility to perform check or reinforcement proportioning.

In the design scheme, both single piles and pile clusters, as well as artificial foundation, made of FE 57 or architectural single-noded element “Pile” can simultaneously be present.

In the version 10.10 of SP LIRA, besides the calculation of “Driving piles, jacked piles of all types and shell piles, embedded without soil excavation”, the calculation of “Cast-in-situ piles, bored piles and shell piles, embedded with soil excavation” of rectangular or round cross section, with widening of pile toe or without it has been added.

Visualization of mosaic of bedding value of soil foundation along the pile , as well as the perimeter of the pile (relevant for piles with widening of pile toe) has been added.

Annex B “Calculations of pile’s bearing capacity, interacting with rocky and semi-rocky soils along the lateral surface” has been implemented.

Determination of bearing capacity for a driven pile, shell pile, cast-in-situ pile and bored and cast-in-situ pile, rock-based, that is for column piles has been performed.

Provisions of changes №2 and №3 of SP 24.13330.2011 Pile foundations have been added in the new version of SP LIRA.

Rigid and hinge adjoining of the pile head to the foundation slab both for FE 57 and for a chain of bars have been implemented.

To specify and calculate the static components of the wind load for buildings and structures of various types, the calculation of wind load on surface has been added in SP LIRA 10.10. Currently, a scheme with freestanding flat solid structures has been implemented in the program. Depending on the case, wind load can be transferred to the design model through nodes, bars or plate elements. The load value may vary from the following parameters: aerodynamic coefficient, safety factor, level of ground surface (z), current height of load application (zi).

В ПК ЛІРА 10.10 реалізовані наступні розрахункові нормативні вимоги: SNiP 2.01.07-85. Loads and effects. Aerodynamic coefficient is determined according to the scheme 1 of Appendix 4. SP 20.13330.2016 (with changes 1, 2). Loads and effects. Aerodynamic coefficient is determined according to Annex V.1.1. DBN V.1.2-2:2006 (with change 1). Aerodynamic coefficient is determined according to the scheme 1 of Annex I. EN 1991-1-4:2005. Eurocode 1. Action on structures. Part 1-4. General actions. Wind loads. Aerodynamic coefficient is determined according to p. 7.4. DSTU-N B EN 1991-1-4:2010. Eurocode 1. Action on structures. Part 1-4. General actions. Wind loads (EN 1991-1-4:2005, IDT+NA:2013). Aerodynamic coefficient is determined according to p. 7.4.

Design pressure can be presented in a more abstract form, when the specifyed parameters are visualized using a graph. Thus, the user can set all the parameters he needs and find the value of the load at a given height without using the main scheme.

For all local plate loads, except temperature, the eccentricity of their application relative to the middle plane is specified. This allows to take into account the moments from the forces acting in the plane of the plate.

Abilities to set static loads applied to architectural elements have been enhanced in the SP LIRA 10.10. Loads can be set both as concentrated and distributed for the part or for the whole element. Also the load is implemented distributed along the line and applied to the architectural plate. Points to which loads are attached do not participate in the triangulation of architectural elements. It allows to generate high-quality finite element networks even in case of a large number of such loads.

SP LIRA 10.10 allows you to import or create design models using FE meshes, or architectural elements, or their combination. Using of architectural elements significantly simplifies the process of variant design and allows you to achieve results in the shortest possible time. In SP LIRA 10.10 the function, allowing to transform the selected FE mesh area into architectural elements for further geometry editing and calculation, has been implemented. During the transformation process, the bar or plate architectural elements, as well as architectural elements modeling piles, can be formed. When combining FE into architectural elements, previously assigned cross sections, materials, structural design parameters, and information about including of FE into the unification groups can be taken into account.

When working with large design schemes, autosaving of the project might require significant time. To eliminate negative effects, associated with unexpected “freezing” of the interface, the ability to disable autosave, when a certain volume of the initial data file is reached, has been implemented.

After continuous working, especially with big problems, quite a large number of files with no longer needed calculation results can be accumulated on the disk. “Manual” clearing of a disk may take much time.

In the SP LIRA 10.10, the function of quick view of calculations has been implemented for the calculations, stored in subfolders of a given directory, with sorting by the amount of disk space and the ability to permanently delete all result files for selected design model. In this case, the files describing the input data will not be affected.

In order to improve the final quality of finite element grid using quadrangular FE, the iterative algorithm Laplacian smoothing for internal triangulation nodes has been implemented.

In the new version of SP LIRA, the interaction with the utility of determination of effective lengths has been improved. The user will no longer have to memorize or copy multi-valued values of moments of inertia. It’s because SP LIRA 10.10 allows to choose in the dialog box of determination of effective lengths moment of inertia of the cross section created in the current task.

Buttons invoking the dialog box where you can choose a cross section for specifying moment of inertia

Dialog box where you can choose a cross section for specifying moment of inertia

SP LIRA 10.10 analyzes the type of cross section being constructed and cross sections already created in the project. If there are matches, SP LIRA 10.10 forms a list of cross sections, otherwise, the button invoking the dialog box will be absent.

List of cross sections available for selection when determining effective lengths

Для задания начальных несовершенств реализована возможность корректировки геометрии конечно-элементной модели в соответствии с деформированной схемой (от загружения или РСН) или формой потери устойчивости.

For the most complete coverage of standards of SP 63.13330.2012 and SP 63.13330.2018, the ability to calculate plate elements according to the chapter «Calculation of plane reinforced concrete elements of slabs and walls by strength» has been implemented in the program.

The standards describe the procedure for checking reinforcement in elements of shells, plates and walls. The calculation is performed in accordance with pp.8.1.53-8.1.59 SP. Calculation on resistance to cracking (formation and opening of the crack normal to the longitudinal axis of the element) is performed in accordance with section 8.2.

In LIRA 10.10 the new normative document SP 63.13330.2018 Concrete and reinforced concrete structures has been implemented.

In accordance with the updated edition of SP 63.13330.2018, the calculation of the specified reinforcement in bar and plate elements of a given section on proportioning and check is performed.

For the convenience of displaying graphical information by results of proportioning of:

-longitudinal reinforcement,

-transverse reinforcement,

-crack opening width,

both in plate and in bar reinforced concrete elements of the structure, the sum checkbox has been added. If you select this checkbox, it allows you to display the sum of selected reinforcement or crack opening width on the scheme’s elements, as you can see on the figures below:

Selected checkbox allows you to display the sum of selected parameters to view verification results:

- on strength, on internal forces N, M, Qx, Qy, Mx (bars)

- by crack opening width, from the effect of loads of continuous and short-term action:

In the software package LIRA 10.10, the calculation of steel elements of variable cross section in accordance with the regulations of SNiP, SP, DBN has been implemented. Welded I-beam cross sections (symmetrical or asymmetrical), as well as welded RHS, are available for calculation. In particular, it is accepted that the wall’s height and the shelves’ width change linearly, moreover, in one section both walls and shelves can change.

Figure 1. Single-span traditional frame with variable cross section elements.

Wall’s height change linearly, chords of uniform cross section

Figure 2. Two-span frame with variable cross section elements

Wall’s height change linearly, chords of uniform cross section

Figure 3. Single-span double-pitch frame with variable section elements.

Wall of uniform cross section, chords’ width changes linearly

ᅠ

The main problem when calculating such elements in accordance with the regulations SNiP, SP, DBN is the determination of the effective length when checking general stability of compressed-bent elements upon flexural and flexural-torsional modes.

In the software package LIRA 10.10, the calculation of general stability of variable cross section elements, based on the assumption of their variable effective length, has been implemented.

Each cross section of such an element in the design scheme is characterized not only by its internal forces, but also by its effective length.

If the value of the effective length of the element (basic) is known at a certain value of the moment of inertia , then the effective length of the element anywhere else with the current coordinate х (in the local axis of the bar) can be determined:

– at constant longitudinal force N within the considered element of variable cross section from the formula:

– for elements, for which the compressive force N varies in length, the ratio of the effective lengths in different sections of the element will be:

Such an element, for example, is an oblique crossbar or beam, in which the pitched component of the distributed vertical loads gives a continuous change in longitudinal compressive force N along the element’s length.

To specify a variable cross section, the user sets the section sizes at the beginning and at the end of the element.

Figure 4. Selection of steel cross sections of variable stiffness.

Intermediate values are determined by linear interpolation.

Figure 5. Specifying of steel cross sections of variable stiffness

Specifying structural design parameters, the user must set the effective length in both major planes:

Figure 6. Design of steel cross sections of variable stiffness

In this case, the designer has a choice: set the effective length constant over the entire length of the element or use a variable effective length. In the last case, the base effective length should be given and the place should be specified, where this value is true. As the designed place can be indicated:

Figure 7. Specifying the place of base effective length

To determine the base effective length in some standard cases, reference literature may be used, for example the formula (48) [1], or table extrapolation 6.1 [2]. In this case, the base effective length is given in the place of maximum stiffness.

We recommend to use the «Stability» subsystem to determine the effective lengths. This is a universal method that can be used for various, including non-standard design schemes. In this case, the effective length is given in the middle of the variable element.

Literature:

1. V.V. Katyushin. Buildings with framework from steel frames of variable cross section (calculation, design, construction). Moscow, Stroyizdat, 2005.

2. V.V. Gorev, B.Yu. Uvarov, V.V. Filippov and others. Metal constructions. In 3 volumes. Volume 1. Elements of structures, Volume 2. Building structures. Tutorial for architectural universities. – 3rd ed., stereotyped. High school, Moscow, 2004.

For cross sections, made of asymmetric I-beams, the ability to calculate struc-tures with a flexible wall has been implemented. If the actual flexibility of the wall exceeds the permissible one in accordance with p. 9.4.2, 9.4.3 SP 16.13330.2011, it is allowed to exclude the part of the wall from work and perform basic checks of strength and general stability for a decreased (reduced) cross section. The calcula-tion is carried out according to the instructions of p. 9.4.6 and p. 7.3.6.

Figure 1

In this case, the program displays a warning (see fig. 1), and the reduced area Ad is used in these checks (instead of the actual area А) determined by formulas (31), (34) of specified regulations (see fig. 2).

Figure 2

The requirements of Eurocode for steel structures in accordance with EN 1993-1-1 and EN 1993-1-5 have been implemented in the SP LIRA 10.10.

Materials are implemented in accordance with the nomenclature of Eurocode (fig. 1.2). Compared to national regulations, the columns «Normative resistance of rolled metal» and «Design strength of rolled metal» are absent. In these tables, only the characteristic values of the material resistance are displayed, since the transition to the calculated value is carried out directly during each individual check.

Figure 1.2. Material from database

Elements’ bearing capacity in terms of stability is checked upon flexural, torsional, flexural-torsional modes and upon plane bending mode (fig. 1.4). Compressed-bent (eccentric compressed) elements of uniform cross section have to be tested for overall stability in accordance with the formulas 6.61 and 6.62:

(6.61)

(6.62)

Figure 1.4. Displaying results

If you want to delve into the features of the calculation, it is worth noting that this formula is universal for stability checking for all existing tests, since in the case of the presence of one term and the equality of the coefficients to zero we get the basic formulas for all existing buckling modes. The calculation of these coefficients is given in the Annexes of EN 1993-1-1. There are two alternative methods for calculating these coefficients. For I-beam, RHS and other symmetrical cross sections, the first method is recommended (Annex A). Since the asymmetrical cross sections are currently under development, the second method is also not presented in this release.

Figure 1.5. Calculation by Eurocode

Calculation of elements, the cross section of which belongs to the 4th class, is presented in EN 1993-1-5. This regulatory document, as mentioned earlier, is implemented. In accordance with the theoretical foundations, when calculating the sections of the 4th class, the reduced areas of cross sections should be considered. For more accurate calculation results, shear delay consideration has been implemented. If there is a section of the 4th class, for I-beam cross sections it is often necessary to apply transversal ribs. For this case, the calculation is carried out in accordance with the norms.

In the software package LIRA 10.10, pile modeling capabilities (FE57) have been replenished with the following types:

• by the method of deepening into the soil, cast-in-place piles, bored piles and shell piles embedded with soil excavation and filled with concrete have been added to the friction driven piles and jacked piles (classification corresponds to the table 7.6 СП 24.13330.2011),
• rack piles and bored piles have been added to the calculation methods for determining the bearing capacity. When calculating the bearing capacity, rock-based friction piles are considered as rack piles.

The changes 1-3 to SP 24.13330.2011 have been added into the program. As a result, the calculation of bearing capacity of friction piles and rack piles is allowed to perform for the cases of interacting with rocky soils along pile skin.

Soil classification that is used in the calculation of single pile in local calculation and Soil Editor has been replenished by rocky soils and their calculated resistances along pile skin and under the tip of the pile. The provisions of the chapter 7.2 and Annex B SP 24.13330.2011 have been implemented to make possible calculations of piles in presence of rocky soils.

Capabilities of calculations in Soil Editor have been replenished by soil foundation characteristics to make possible calculation of bored cast-in-situ piles and rack piles, including those with partial immersion and support on rocky soils.

The ability to create report based on results of calculating a single pile is added:

Utility gives the ability to read data and then to visualize them with a graph. The user can also get a response spectrum and Fourier transformation from input seismogram/accelerogram. And in doing so, the entire result can be imported both visually and as numerical data.

Figure 1.2. Using the program Utils

Figure 1.2. Unit converter

In the Utils program, it is also possible to calculate rigidity of a single pile: the user can specify the characteristics of the pile, pile driving method, type of construction to which it consists, and other necessary parameters (fig. 1.1).

On the «Geology» tab, the user can specify soil layers and their corresponding characteristics. And on the «Parameters» tab, it’s possible to specify norms and parameters for piles calculating: seismicity / occurrence frequency, pile's burial depth into the soil, safety factors, vertical and horizontal load etc.

Figure 1.1. Calculation of the rigidity of a single pile

Also an opportunity to perform local calculation of the bedding values (coefficients) for foundation slabs (С₁ and С₂) has appeared in the SP LIRA 10.10 (fig. 56.1). In the physical sense, these coefficients determine the value of the internal force in the tonne-force, which must be applied to 1 м² of the surface of the foundation, so that the foundation settles on 1 m.

When developing the utility, the requirements of the following regulatory documents were taken into account:

• SNiP 2.02.01-83. Bases of buildings and structures.
• SP 50-101-2004. Design and arrangement of bases and foundations of buildings and structures.
• SP 22.13330.2016. Foundations of buildings and structures.
• DBN V.2.1-10:2009. Bases and foundations of buildings and structures.

Figure 1.1 Calculation of bedding values С1 and С2

Local calculation of reinforced concrete bar utility is designed to determine the area of reinforcement in the bar elements. The calculation is performed in accordance with the following regulatory requirements:

• SNIP 2.03.01-84*. Concrete and reinforced concrete structures
• SP 63-13330-2012 (SNIP 52-01-2003). Concrete and reinforced concrete structures. Basic provisions
• SP 63-13330-2018. SNIP 52-01-2003 Concrete and reinforced concrete structures. Basic provisions
• SP 295.1325800.2017. Concrete structures reinforced with fibre-reinforced polymer bars. Design rules
• Eurocode 2. Design of concrete structures. Section 1-1. General rules and regulations for buildings
• DBN V.2.6-98:2009. Concrete and reinforced concrete structures. Basic provisions
• DSTU B.V.2.6-156:2010. Concrete and reinforced concrete structures made of heavy concrete. Design rules
• DSTU-N B.V.2.6-185:2012. Guide for the design and construction of concrete structures with non-metallic composite reinforcement based on basalt and fiberglass
• ACI 318-11. Building code requirements for reinforced concrete
• Eurocode 2 (Republic of Belarus) (TPK EN 1992-1-1-2009*)
• Eurocode 2 (Kazakhstan) (SN RK EN 1992-1-1:2004/2011).

Utility Local calculation of reinforced concrete plate is designed to determine the area of reinforcement in plate reinforced concrete elements with complicated stress behavior. Calculation is made in accordance with the following regulatory requirements:

• SNiP 2.03.01-84
• SP 63-13330-2012 (SNiP 52-01-2003)
• SP 63-13330-2018
• SP 295.1325800.2017
• Eurocode 2
• DBN V.2.6-98:2009, DSTU B.V.2.6-156:2010
• DSTU-N B.V.2.6-185:2012; ACI 318-11
• Eurocode 2 (Republic of Belarus) (TPK EN 1992-1-1-2009*)
• Eurocode 2 (Kazakhstan) (SN RK EN 1992-1-1:2004/2011)

In the utility Local calculation of reinforced concrete plate you can repeatedly change cross section’s parameters, element’s geometrical characteristics, redefine reinforcement location, materials, internal forces / combinations and perform reinforcement proportioning.

Reinforcement proportioning (longitudinal and transverse separately) is performed taking into account the action of a given number of combinations (per meter): Nx, Ny, Txy, Mx, My, Mxy, Qx, Qy — for shells; Mx, My, Mxy, Qx, Qy — for slabs.

The utility is designed to determine the reinforcement for thin-walled reinforced concrete elements (shell elements), where the torsional and bending forces, axial and shearing forces act. It also can be used to determine the reinforcement for plane reinforced concrete elements (slab elements), where the torsional and bending forces, as well as shearing forces act.

To specify the location of the reinforcement and logical groups of reinforcement inserts, two types of reinforcement have been implemented: By Default, User-defined. Choosing the «By Default» item allows you to perform proportioning of reinforcement in the most common case of its location, where two-level reinforcement is implemented (lower and upper) with the averaged attachments of the center of gravity to each level.

Utility Local calculation of reinforced concrete plate is based on the regulatory framework, which contains the design and regulatory characteristics of materials of structural elements.

When calculating the reinforcement of plate elements according to all regulatory documents, the following calculation methods are used: analytical, method of equivalent moments Wood&Armer, SP 63.13330.2012 / SP 63.13330.2018 (for SP 63.13330.2012 / SP 63.13330.2018). Reinforcement proportioning is performed taking into account the work of reinforcement in the orthogonal directions.

To check the overall stability by flexural and flexural-torsional modes, it is necessary to use the effective length of the column. This utility allows you to automatically determine the value the effective length of the column in accordance with regulatory and reference documents for the following design cases:

• Сolumns of constant cross sections (Table 31 SP 16.13330.2017).
• Stepped columns (Table 28 of «Handbookto SNiP II-23-81*»).
• Columns with undercoupling (according to the classical theory based on the displacement method using influence functions).
• Branches of two-member columns (p. 10.1.2 SP, Table 26 of «Handbookto SNiP II-23-81*»).

Figure 1.1. Utility defining the effective length of the сolumns of constant cross sections

Figure 1.2. Utility defining the effective length of the stepped columns

Figure 1.3. Utility defining the effective length of the columns with undercoupling

Figure 1.4. Utility defining the effective length of the branches of two-member columns