The article presents the four stages of creation and development of the theory of plate and shell which led to the development of a mechanism of calculation of spatial structures of large span buildings and constructions on an advanced level. Each of the stages of the unique buildings calculation method development includes a description of the main achievements in the sphere of structural mechanics, the theory of elasticity and resistance of materials which became the basis for the modern theory of calculation of plates and shells. In the first stage the fundamentals of solid mechanics were developed; this is presented in works of such outstanding scientists as G. Galilei, J.-L. Lagrange, R. Hooke, L. Euler, Kirchhoff, A. Law etc. Development of the theory of plate and shell would be impossible without these works. But absence of such construction material as reinforced concrete did not enable engineers and architects to create a thin roof. Thickness of coverings was intuitively overstated to ensure durability of buildings. The second stage is interesting by formulation of the general theory of calculation of plate and shell and by transition from the working state analysis of structures to the limit state analysis. Beginning of use of reinforced concrete resulted in decrease of a roof thickness to the diameter of its base, compared to buildings made of stone and brick. The third stage is characterized by development of computational systems for calculation of strength, stability and oscillations of core and thin-walled spatial structures based on the finite element method (FEM). During this period a design of buildings and constructions with spans over 200 m with the use of metal was begun. Currently, or during the fourth stage, structures with the use of metal and synthetic materials for spans up to 300 meters are designed. Calculations of long-span buildings and structures are performed using FEM and taking into account different types of nonlinearity. Each stage selected from the history of construction is exemplified by completed projects, hereat characteristics of roofs indicating the applied construction material are given. Transition from natural stone to concrete, metal and synthetic materials in construction of large-span buildings is illustrated in the table. At the end of each stage the scientists’ and designers’ main achievements in the sphere of science, construction and engineering education are shown.

Many elements meet in nodes of spatial lattice structures. The node of such structure works in a complicated stressed state. Experimental methods traditionally used for assessment of the stress-strain state of nodals connections, give only approximate results, and for structures with complex geometry are generally useless. It is possible to study a distribution of stresses inside the nodal connector, which is a massive body, using calculation software packages. As a result of calculation of a model of nodal connection in the CosmosWorks environment, stresses both on the connector’s surface and inside of it were obtained. The authors carried out the research of a stress-strain state of the MArchI (Moscow Institute of Architecture) system node and performed the analysis of the level of surface stresses and stresses inside the nodal connector. On the basis of the fulfilled research, conclusions on the work of the nodal connector were drawn: stresses on the connector’s surface do not generally exceed the conventional yield strength of steel; maximum values thereof are observed on the reference plane and at points of contact of a nut and the connector; distribution of material for the given geometry of connector turned out to be rational; it is possible to reduce the volume of steel for the nodal connector by way of changing its conceptual design, for example, having considered the issue of formation of the node out of a hollow shell.

Procedure of calculation of temporary and residual stresses in welding of double-tee bars with elements of large thickness, i.e. at an uneven distribution of welding stresses as per a thickness of flanges, is set forth. This procedure is based on analytical solution of the temperature problem. Solution of the problem on determination of fields of temporary and residual stresses amounts to determination of temperature and stress-strain state (SSS) in the flange and in the wall as separately existing systems, and then to a solution of the problem of compatibility of deformations in the line of conjugation thereof. Factors making the most influence on the intensity of residual welding stresses (RWS) in the flanges of double-tees, are noted. The intensity of RWS is most significantly influenced by the chord thickness variation t_f , strength of steel σ_т, and heat input of welding. The flange width variation b_f influences the distribution of RWS to a lesser degree. Components of RWS have a complex pattern of distribution in the direction of thickness. Longitudinal component of RWS reaches a considerable value (yield strength of material). Value of thickness and transverse components of RWS with thickness of flanges of double-tees not more than 40 mm, and with respective minimal weld legs turns out to be insignificant. Growth of the yield strength of steel (as applied to low-carbon and low-alloy steels) leads to increase of level of RWS. Increase of thickness of the flange leads to a growth of unevenness of distribution of RWS in thickness and to increase of the thickness component of RWS. Welding heat input enhancement results in a more uniform heating of the flange in thickness and, therefore, a more uniform distribution of residual stresses in the flange thickness, hereat the stressed state in the flanges of double-tees comes close to uniaxial.

Timber and wood-based materials are widely used for production of building structures and, in particular, for production of window units. Window glued laminated lumber is made three-ply in thickness, provided that each ply is glued of separate plies (lamellae). The article presents the procedure of calculation of production of window glued laminated lumber for building structures. Results of timber volume losses calculation for each manufacturing operation are illustrated, the needed volume of converted timber for each manufacturing operation and organization of all production in general is calculated. Loading and required quantity of the process equipment is defined. Analysis of unification of optimal cross-sections of converted timber is performed, selection of the most applicable is reasoned. Example of the process diagram of workshop for production of window glued laminated lumber is presented. Two variants of manufacture of window glued laminated lumber of converted timber and roundwood are considered. Sequence of processing of timber from raw material up to the end product is shown. Results of the study are based on the long-term manufacturing experience obtained by one of the authors at woodworking enterprises of the Russian Federation. They can be useful for practical application in organizing and planning of production of window glued laminated lumber for building structures, and they may serve as a starting point for further research in a specified direction. It is concluded that this study presents the wood consumption calculation methodology related to performance of the processing equipment specifically for production of window glued laminated lumber for building structures. The work is based on lengthy research in real production conditions.

Beamlike spatial two-layer symmetric truss is formed by four plane trusses connected by the long sides, and rests on four corner points. Stresses in truss components are defined in a symbolic manner by the method of joint isolation using the Maple computer algebra system. Matrix of the set of equilibrium equations is formed in a cycle according to the number of bars of the truss. For calculation of deflection the Maxwell-Mohr formula is used. The solution is framed for the case of various bar sectional areas and is generalized to an arbitrary number of panels by the method of induction. Operators for formation and solution of recurrence equations are involved for determination of general terms of sequences of coefficients. Certain limit performance and asymptotic characteristics of the structure are found. Formulas for stresses in the most compressed and stretched truss components are derived. Model of statically determinate spatial two-layer truss is proposed. Exact analytical expression for deflection of the truss under action of a concentrated force is found. The used algorithm allows to expand the solution to an action of other loads and methods of supporting. Inhomogeneous distribution of material throughout the structure bars is taken into account in the solution. It enables a designer to choose the most optimal combination of design parameters without making numerical calculations in specialized packages. The proposed two-layer trusses may find practical use in roofs of buildings and structures where a natural interior volume creates additional thermal protection, herewith providing an improvement of strength.

New technical solutions relating to triangular (three-chord) trusses for roofs (floors) are presented. In one of them for compressed-flexural elements of chords, Z-shaped built-up sections made of paired angle bars of assortment of structures of the TsNIISK, Moskva types are used instead of double-tee sections. In another solution, for gussetless nodal connections of rectangular tubes, the centering of these nodes on the ribbing of elements of chords with a V-shaped preparation of tip edges of elements of webs is used. For steel triangular roof trusses, optimal dimensions of their depths for which the usage of constructional material is minimal are given. These dimensions are 1/20...1/12 of the span and are obtained from the equality of masses of chord and web elements, taking into account the optimal inclination angles of braces. Acceptable convergence of the obtained results confirmed by the experience in the design of prestressed truss structures and optimization of structural designs of the TsNIISK type, taking into account new changes of boundary conditions, is shown. Sphere of effective application of the considered structures is defined. Thus, it can be concluded that the proposed technical solutions as to the triangular trusses for roofs (floors) are quite rational and promising for use in load-bearing structures of buildings and installations, and the optimization of depths of such trusses generalizes, to a certain extent, the widespread practice of calculating and designing thereof. The sphere of effective application of the considered triangular trusses can include lightweight metallic structures made of closed roll-welded sections (shaped tubes), rolled shapes and slender galvanized sections. Constituent part of this sphere can be presented by triangular (three-chord) trusses, shaping space frame systems in a form of space frames (see Fig. 1, а ) or crossed (see Fig. 5, в ) structures, and the technical and economic characteristics of these structures can be significantly improved due to rigid discs made of composite (steel reinforced concrete) slabs with permanent formwork and external reinforcement.

Loads cause vertical shifts of foundations of all structures, and the safe operation of buildings depends on the value thereof. The article presents a solution of the problem of stress distribution in a homogeneous and isotropic soil mass under vertical linear shift of a part of its boundary obtained by the complex potentials method. Expressions for stress components and strain components of the second basic boundary plane problem of the theory of elasticity for half-plane at the linear shift (the law of linear shift) of a part of its boundary are determined in a closed form. Patterns of isolines of stress and strain components are built; they illustrate that numerical values of all like-named components located at corresponding points on opposite sides of the symmetry axis are equal in value but opposite in sign. The formula of subsidence that occurs at the shift of the half-plane boundary part was derived. The value of subsidence is directly proportional to the boundary part shift value and inversely proportional to the lateral soil pressure coefficient value. Conclusions: expressions for stress and strain components of the second basic boundary plane problem of the theory of elasticity for half-plane are obtained in a closed form. Values of the stress and strain components are symmetric relative to the origin and opposite in sign; the formula of subsidence for half-plane boundary vertical shift is obtained on the basis of the expression for the vertical strain component.

High concentration of silt is a significant part of hygienic and ecological problems of cities. Phenomena of harmful and unsafe feature have a negative impact on many spheres of human activity and particularly on the municipal economy. Thereat, volume of dust in the air is changeable depending on temperature, humidity and wind conditions. The article deals with the problem of the Volgograd region airshed pollution by dust contained in emissions of the construction industry enterprises; sources of the dust formation, most common compositions of dust emissions, nature of migration and sedimentation of suspended particles in the open terrain and upon availability of green planting hindering the dust dispersion, are also considered. Dispersion of a priority pollutant of the main source of emission of construction works dust was simulated in the region for the most adverse and dangerous weather conditions, and this made it possible to classify the simulation site territory (town of Mikhaylovka) by the degree of atmospheric air pollution. Variants of the environment quality improvement for the identified pollution pattern are proposed, the feasibility study thereof is presented. Thus, the proposed solution on planting of greenary in the sanitary zone between “Sebryakovtsement” JSC and the residential area of Mikhaylovka of the Volgograd region is currently the most reasonable measure in order to improve the living conditions of people and ecological situation in the inhabited locality in general for the following reasons: * cost of the design work on planting of greenary is approximately 4 times below; * socially developed and habitable areas will be operated on; * quality of atmospheric air on the rest of the territory of the town of Mikhaylovka in general will be improved; * significant additional green area will be formed within the town boundaries.

Methodology of research of economic efficiency of management and control of hazardous waste treatment includes determination and formulation of fundamental algorithms, guidelines and restrictions as the basic constituents. These make it possible to perform the research more consistently, in an unbiased manner, in the context of the set goals and objectives. The priority for formation of the model of the unified building waste treatment system is the determination of restrictions dictated by the legislative framework in the sphere of environmental protection, public health, waste treatment, radiation, fire and technical security, traffic and cargo transportation safety rules, urban planning, as well as by technological and economic conditions, territorial, natural and climatic features, industrial and production capacities, potential risks. The article considers various aspects of methodology of creation of economical model of the unified building waste treatment system generated with regard to the requirements of regulatory legal acts in the sphere of hazardous waste treatment, environmental safety, rational use of natural resources and environmental protection in terms of sustainable innovative development of the Russian economy at the present stage. Approaches to the unified building waste treatment system creation methodology proposed by the authors is an attempt to find scientifically based organizational and managerial ways of solution of urgent and crucial tasks of ecological security, energy and resource saving, conservation, recycling of waste into secondary products; the sustainable innovative development of the Russian state is impossible without the aforesaid solution.

In design of hydraulic structures seepage-control components are used; for installation thereof the cut-off wall method is often applied. Previous studies demonstrated that the reliable operation of the wall (diaphragm) depends much on properties of the material of which it is made. The article considers the results of calculations of stress-strain state of the earth dam 39 m of height, with the seepage-control component in a form of a diaphragm installed using the cut-off wall method. During the research the properties of the wall material varied. It was revealed in the course of works that tensile stresses resulting from bending strains when the wall takes on the hydrostatic pressure are of serious hazard to the diaphragm. Such stresses are problematic for designs of seepage-control diaphragms (cut-off walls) in earth dams made of stiff materials. The more stiff the material the higher the risk of showing of tensile stresses. When using the material with the deformation modulus less than 1000 MPa the tensile stresses do not show because they are compensated by compression under action of the wall’s own weight. If a reinforced concrete is used as the wall material, the appearing tensile stresses will exceed the tensile strength of the reinforced concrete and will not be able to be taken even by reinforcing bars. It is recommended to use clay cement concrete with the deformation modulus not higher than 1000 MPa. It was concluded that a non-ground diaphragm installed in the earth dam body using the cut-off wall method can be a reliable seepage-control component because it is installed after the dam construction completion and does not exercise significant deformations from ground fill settlements. A stress-strain state of the thin-walled non-ground diaphragm in the earth dam body is determined by deformations of the fill containing it. Intrinsic wall stiffness influences weakly on the stress-strain state of the earth dam.

Well-developed logistics infrastructure of a region makes a positive impact on types of economic activities that are included in the structure of production of a gross regional product. Basic constituents of the logistics infrastructure are transport and freight terminals, warehouses, transportation companies, manufacturing enterprises, wholesale and retail trade organizations, etc. The article concentrates on solving the actual problem related to the assessment of the degree of influence of basic socio-economic indicators on selection of towns of regional subordination and districts of the Volgograd region where a location of network of distributing and assorting warehouses is expedient. For assessment of influence of the considered parameters on selection of towns of regional subordination and districts of the Volgograd region, where the location of the warehouse network is expedient, a two-step cluster analysis was chosen which makes it possible not just to divide the selection into classes with similar values of indicators but also to assess the degree of influence of considered features on partitioning of objects into groups (clustering). On the basis of the two-step cluster analysis the indicators were determined which exert a significant influence on the location of the regional warehouse network. For the quantitative assessment of influence of basic socio-economic indicators on selection of towns of regional subordination and districts of the Volgograd region where the location of the warehouse network is expedient, the discriminant analysis was applied. The use of discriminant analysis made it possible to quantitatively assess the influence of socio-economic indicators on selection of locations of warehouses, and to determine, with a high degree of probability, where the formation of a regional warehouse network is possible. Thus, it can be concluded that the socio-economic indicators exerting the crucial influence on selection of towns of regional subordination and districts of the Volgograd region should include "Investments in Fixed Assets", "Cargo Turnover of Motor Transport" and "Carriage of Cargo by Motor Transport".

Buildings and installations in the course of construction and operation have to withstand sometimes tremendous loads and stresses depending on the impact of external factors and operating loads. Such external factors influencing the strains of buildings and installations may be the changes of external climatic conditions such as diurnal variation of air temperature, snow loads and seismic forces. Permanent impacts of external factors and operating loads result in gradual deterioration of buildings and installations, and at excess of rated loads they lead to premature wear, irreversible strains and destruction of structural elements. it is necessary to perform periodic inspections of structures in order to monitor and predict the state of structural elements of buildings and installations, for the purpose of the early warning of changes of geometrical parameters towards the unfavorable situation development. The need to track a state of erected buildings and installations, as well as to collect and analyze information during the whole period of operation resulted in development and implementation of automated systems for monitoring of the state of structures (ASMS). This article considers the general issues on organization of ASMS, with the examples of application of these systems in construction. Automated systems for monitoring of structures should be considered as the important constituent of the general system of the construction industry projects safety. Use of automated monitoring systems makes it possible to promptly obtain and analyze the current data about a state of erected or operated building; these systems may be effectively used for testing of foundations and structural elements of buildings and installations.