RU2567797C1 - Complete delivered building - Google Patents

Abstract

FIELD: construction.

SUBSTANCE: complete delivered building includes crossbars (or their parts) and stands (or their parts) of the framework, consisting of universal standard elements containing a variable and corrugated wall, or from the complex of universal standard elements one part of which, located on sections of intensive cross forces and/or torques, contains traditional or variable and corrugated wall, and another part of the elements located on the section with high intensity of bending moments and rather small intensity of cross forces and/or torques contains the flat wall. Stands and/or crossbars in the level, at least, of one of belts (most compressed) contain the rolling metal profile of the closed cross section, with filling of the cavity with the grout based on non-shrinking or expanding cement. Girders operate statically according to non-cutting design.

EFFECT: decrease of metal consumption of the building framework, reduction of nomenclature of bearing elements, improvement of technological effectiveness of production and installation of the building structures, building protection from progressing collapse at emergency impact.

12 cl, 11 dwg

Description

The present invention relates to the construction, in particular to frame-type frame buildings designed to accommodate mainly warehouse, industrial, technological and other premises.

The building of a complete delivery can be either single-span or multi-span, while maintaining the fundamental design solutions described below.

The proposed building, as a rule, is intended for one-story execution. A multi-storey version of the building is possible with a corresponding change in designs and preservation of the fundamental technical solutions presented below. It is possible to use the proposed building of complete delivery as an add-on over previously mounted structures. In this case, the base of the complete delivery building is the underlying load-bearing structures, and the technical solutions and principles of power work described below are preserved.

The prior art structural solutions of frame frame buildings of complete delivery of metal elements. The following are the main types of building data:

- On the basis of constructions of the Molodechno type, which include trusses with a downward support brace as part of the bearing bending elements;

- Based on structures of the Kansk type, which include rolled and welded metal beams and columns in the composition of the supporting elements;

- Based on structures of the Kislovodsk type, including a coating of spatial lattice structures in the composition of the supporting elements;

- Based on "Orsk" -type constructions, including box-section frame supporting elements, including containing bent-welded profiles and having perforated sections;

- On the basis of constructions of the type “Moscow”, including a coating in the form of a folded grating plate of a regular structure in the composition of the bearing elements;

- Buildings using “Zhytomyr” type trusses as structures;

- Foreign structural solutions of frame-frame buildings similar in technical essence to the domestic developments listed above (Developing firms: "Butler Manufacturing Corp." (USA), "Mid-West" (USA), "Robertson Building Systems" (Canada), " Metal-Botnia OY "(Finland)," Blankenburger Metallban GmbH "(Germany)," Stahl - und Raumzellenbau GmbH (STARA) "(Germany)," UMEL "(Yugoslavia)," Edilsider "(Italy), etc.)

Marked buildings can be classified according to the design solutions of the coating into two types:

1. With lattice coating design;

2. With continuous-stage coating structures, including perforated frames in the buildings of the Orsk-2 system.

The disadvantages of the buildings of the first type are the multi-element coating, leading to higher production costs, more complex control of the connections of elements, operational control of corrosion and fatigue wear.

The disadvantages of buildings of the second type are the use of metal-intensive elements, caused by the requirements of ensuring their stability and strength, as well as the cost of manufacturing in the case of using frames of variable stiffness from rolled or welded I-beams.

Common disadvantages of buildings of the first and second type are: the lack of interchangeability of bent and compressed-curved frame elements, which is negative from the point of view of manufacturability of production and installation of building structures, as well as the lack of structural measures to protect the building from progressive collapse in the event of an emergency.

The relevance of developing technical solutions that take into account the noted design measures is justified by the requirements for accounting for emergency design situations (emergency impact), indicated in the following regulatory documents prescribed for use on a mandatory basis by Order of the Government of the Russian Federation dated June 21, 2010 No. 1047-r “On approval of the list of national standards and sets of rules, the application of which on a mandatory basis ensures compliance with the requirements of the Federal Law "Technical Regulation on danger of buildings and structures ":

- Federal Law dated 30.12.2009 No. 384-ФЗ "Technical Regulations on the Safety of Buildings and Structures (as amended on July 2, 2013)."

- GOST Ρ 54257-2010 “Reliability of building structures and foundations.

Basic Provisions and Requirements (as Amended by No. 1). ”

These regulations are relevant at the time of filing the application for the present invention.

The closest analogue (prototype) of the invention according to the technical essence and the achieved effect is a building of the type "Alma-Ata". A building of this type contains frames consisting of an I-beam beam with a traditionally transversely corrugated wall, which may have openings for passing communications, and an I-pillar with a longitudinally corrugated wall [Metal structures. In 3 t. T. 2. Steel structures of buildings and structures. (Designer Handbook) / Under the general. ed. V.V. Kuznetsova. - M.: DIA, 1998. - 512 p.].

The disadvantages of the prototype are the increased material consumption of the load-bearing elements of the building, the lack of interchangeability of the crossbar elements and struts, which reduces the manufacturability of the production and installation of structures, the absence of structural measures to protect the building from progressive collapse in the event of an emergency.

The technical result from the application of the present invention is to reduce the metal consumption of the building frame, reducing the range of load-bearing elements and thereby increasing the manufacturability of the manufacture and installation of building structures, protecting the building from progressive collapse during an accident. The specified technical result is a solution to the urgent problem of the effective use of the material in load-bearing building structures.

The marked technical result is achieved due to the fact that:

- crossbars (or their parts) and racks (or their parts) of the frame consist of universal standard elements containing a variable-corrugated wall, or a complex of universal standard elements, one part of which is located on areas of intense transverse forces and / or torques , contains a traditionally or alternately corrugated wall, and the other part of the elements located in the area with a high intensity of bending moments and a relatively low intensity of transverse forces and / or torques, contains a flat Tenko.

- Universal standard elements can be used both for crossbars or their parts, and for racks or their parts, and in some cases for crane beams.

- Racks and / or crossbars in the level of at least one of the belts (the most compressed) contain a rolled metal profile of a closed cross section, with filling the cavity with a solution based on non-shrink or expanding cement. This profile is connected to the belt of a universal type element by welding, bolts or anchors. The injection of the solution is carried out through the end parts of the profile and the holes in its upper face. Crossbars are unfastened from the plane by the runs, statically working according to the continuous scheme. The continuous operation pattern of the runs is justified by the need to develop deep plastic deformations in them and the work of the runs as rigid cables (threads) in case of failure in the power work of one of the frame frames due to emergency exposure. Corrugation of sheet blanks with corrugations with a constant pitch, height and profile is proposed to be considered traditional. It is proposed to consider corrugation of sheet blanks as corrugations with a variable pitch and / or height and / or profile. In addition, the wall is alternately corrugated with alternating corrugated and smooth sections or corrugated and corrugated with different stiffness (with different pitch and / or height and / or corrugation profile) sections, or with a combination of corrugated, corrugated with different stiffness and smooth sections .

Changing the parameters of the corrugations (step and / or height, and / or profile) with variable corrugation of the wall corresponds to changes in the intensity of the transverse forces, bending and torques in the element: in areas of relatively intense transverse forces and / or torques, the step of the corrugations is minimal, their height is maximum, the profile of the corrugations has the greatest rigidity, and in the areas of relatively small transverse forces and / or torques, the opposite situation is observed: the step of the corrugations is maximum, the height of the corrugations is minimal, the profile of corrugations has imenshey stiffness.

Universal standard elements are delivered to the construction site and then combined into the supporting frame of the building of complete delivery using flanged, welded and combined joints.

The racks are connected to the foundation using anchor foundation bolts or using welded joints with embedded parts of the foundation. The connection of the uprights to the foundation both in the plane of the frames and from their plane can be hinged, rigid, or flexible depending on the static work scheme adopted in the project.

The following measures are effective from a constructive point of view and with the appropriate feasibility study:

- the arrangement of the runs in such a way that a clean bending zone is formed in the frame crossbar, within which it is effective to provide a flat section of the crossbar wall;

- minimize the number of stiffeners, placing the corrugated section of the wall of the crossbar under the support of the runs;

- to provide in a direction normal to the plane of the frames under the lower girders of the frame beams or in the run level a safety cable system capable of preventing progressive collapse in case of failure in the power work of one or several frames and the load-bearing capacity of the runs insufficient.

The invention is illustrated by drawings, on which:

in FIG. 1 - supporting frame of the building of complete delivery;

in FIG. 2 - frame of the supporting frame of the building in FIG. one;

figure 3 is a longitudinal section aa in fig. 2;

in FIG. 4 - the frame of the supporting frame (a variant of the constructive solution using steel concrete racks and the tandem arrangement of typical universal crossbar elements);

in FIG. 5 - sections BB and BB in FIG. four;

in FIG. 6 - a two-span two-story frame of the supporting frame (a design solution with the organization of a horizontal upper girder belt and using elements with a variable cross-sectional height);

in FIG. 7 is a wedge-shaped element for use in the mating nodes of the crossbar and racks in FIG. 6;

in FIG. 8 - frame of the supporting frame (a variant of the constructive solution using traditionally corrugated and plane-stepped elements);

in FIG. 9 - a fragment of the frame of the supporting frame with bridge cranes;

in FIG. 10 is a section GG in FIG. 9;

in FIG. 11 - structural solutions (options) node interface bolt and rack.

The building of the complete delivery consists of the following main parts: foundations, supporting frame, structural connections, girders, suspension equipment (as an option), beams of bridge overhead cranes (as an option), gates, windows, light-aeration lamps (as an option), filling elements walls, half-timbered houses, roofing.

Reinforced concrete slabs, tapes, poles can be used as foundations.

Wall filling elements can be represented by layered structures, for example, sandwich panels containing metal outer and inner skin, a layer of insulation, sealing parts.

Half-timbered constructions are made, as a rule, from metal rolling or cold-deformed thin-walled profiles, or from wooden elements.

The roof covering consists of a flooring, a layer of insulation, vapor barrier, a waterproofing carpet and is a solution known from the prior art. It is recommended to use a metal sheet, profiled metal flooring, reinforced concrete slabs as flooring. Other flooring options are acceptable, such as plywood sheets.

The supporting frame consists of structural connections 1, runs, frames. Frames consist of crossbars 2 and racks 3 interconnected articulated, rigidly or pliable, which is determined at the stage of designing structures, based on specific operating conditions and terms of reference for design.

Structural connections 1, providing spatial work of the supporting frame, are usually made of metal rod elements or cables and arranged horizontally in the plane of the coating, as well as vertically from the plane of the frames. Runs, as well as connections 1, provide spatial work of the supporting frame, can be a support for the coating, are usually made of metal elements and are arranged horizontally in the plane of the coating. In the case of connection device 1 of the cables, during installation they are tensioned, for example, using threaded couplings.

Crossbars 2 and racks 3 consist of universal standard elements containing belts 4 and one (in the case of an I-section) or several (in the case of a box-shaped section) walls 5 and made mainly of metals. As belts 4 it is effective to use metal profiles of open and closed types (pipes, channels, I-beams), as well as metal sheets.

The corrugations of the wall 5 can be one-sided and two-sided relative to the median plane. Preferably, the device of bilateral corrugations due to a more uniform transfer of forces from the belts 4 to the wall 5, greater torsional stiffness, the most consistent theoretical design assumptions with the real picture of the pairing of the belts 4 and the wall 5 and their power resistance.

The scope of the invention provides for the use of a different profile of corrugations: curved or broken. It is possible to change the profile of the corrugations along the length of the wall 5, for example, the trapezoidal profile in the support (end) sections of the wall 5, and the triangular and / or wavy profile in the intermediate, located between the support and mid-span sections. A variant of the invention is provided in which, in that part of the structure where universal standard elements are not used, the profile of the corrugations of the wall 5 of the uprights 3 differs from the profile of the corrugations of the wall 5 of the crossbar 2.

The scope of the invention provides a variant of the supporting frame, in which corrugations are used, both going to both edges of the wall 5 and not going out, or corrugations going out to only one edge.

In order to increase the local stability of wall 5, it is rational to use, at least in some areas, mainly stamped and aligned with corrugations stiffeners (in fact - additional corrugations). Additional corrugations may not go to the edges of the wall 5 or go at least to one of its edges. When applying the technology of stamping sheet parts, it is technologically effective to use one-sided and symmetrical additional corrugations.

The scope of the invention provides an option in which the wall 5 is a smooth sheet in the crossbar 2 and / or racks 3 in areas of relatively small transverse forces and torques at intense bending moments. So, for example, for the crossbar 2, the section of the wall 5 for the rational placement of a smooth sheet may be the mid-span zone.

The wall 5 may have a perforation 6, which is preferably provided in the area with a predominant influence of bending moments on the bearing capacity. The perforation device 6 allows in some cases to further reduce the consumption of metal on the building and to pass communications through the frame.

Variant of the invention: at least part of the universal standard elements contains a wall 5 with a variable thickness.

The building of the complete delivery may have, as a part of the supporting frame, racks 3 and crossbars 2, containing transverse and / or longitudinal stiffeners, transverse diaphragms of stiffness, as well as end support ribs.

The installation of these elements can be justified not only by the structural and design requirements, but also by the conditions of adjacency / conjugation of other elements and structures (ties 1, runs, half-timbered, etc.).

Transverse stiffeners can adjoin the wall 5 and to the belts 4 or only to the belts 4. A building option is possible, in which the crossbars 2 and / or racks 3 are also reinforced by braces. Regarding the wall 5, the stiffeners and braces can be either one-sided or two-sided. The two-sided option is also effective in the case of reinforcement of crossbars 2 and / or struts 3, for example, when increasing the operational load or carrying out reconstruction work.

The device ribs and diaphragms of rigidity, end (support) ribs and / or braces prevents loss of stability of the wall 5.

Belts 4 at least part of the universal type elements can be parallel or non-parallel to each other, forming, as a rule, a trapezoidal shape.

Universal typical elements may contain belts 4 with different cross-sections and / or made of materials with different physical and mechanical properties, it is also possible to change the section of belts 4 in length.

The cross section of the crossbar 2 and / or struts 3 can be I-beam, box-shaped (double wall 5), I-box-shaped (in fact - box-shaped with overhangs of belts 4).

A coating option is possible in which the cross section of the crossbar 2 and the struts 3 in the areas of intense transverse forces and / or torques is box-shaped (or I-beam), and in areas of intense bending moments - I-beam.

Elements of the building of complete delivery are made, as a rule, of metals, mainly from steels of ordinary or high strength groups. The wall 5 is connected to the belts 4 using continuous, single or double-sided welds, which requires consideration of weldability and operating conditions.

A metal-wood solution of belts 4 is possible, which is a wooden beam connected to a single supporting element and a metal profile (bent or rolled). This design solution allows you to connect the wall 5 with the belts 4 by gluing it into the grooves arranged in wooden beams. The joining of the beam with a metal profile can be carried out using glue, screw elements or bolts (including through).

In the case of the manufacture of frame elements from non-metallic materials (plastics, composite materials, etc.), the joining of the beam elements is carried out mainly with glue.

The crossbars 2 and / or racks 3 of the frame can be prestressed using cables pulled by an electric, mechanical or electromechanical method.

The frame (frames) of the complete delivery building may contain prestressed puffs, which, as a rule, should be placed at the level of the supporting parts of the racks 3, under the mark of the clean floor of the premises. These puffs can be effectively made from steel cables or from reinforcing bars. Puffs are tensioned by pulling them electrically, mechanically or electromechanically.

Hidden cavities (for example, with a box-shaped or I-box-shaped cross-section of crossbars 2 and struts 3), at least part of the frame elements can be filled with a hardening mortar based on non-shrink cement.

An essential circumstance of the building's resistance to progressive collapse is to ensure the following design requirements:

- Materials of constructions must have plastic properties, for the possibility of the development of deformations and dissipation of stresses in order to reduce the dynamic effect of emergency action.

- Reinforcement of reinforced concrete flooring should be continuous, taking into account the formation of stretched zones during emergency exposure.

- The connections of the frame elements must be designed for the perception of forces from accidental impact and withstand the forces acting in the formation of the nearest (at least two) plastic joints, multiplied by an increase factor of 1.5. The value of this coefficient is justified by a possible statistical spread of the actual strength of the elements, possible deviations of the actual loads from the calculated situation, the dynamic effect of the loads, reduced stress dissipation (for example, due to greater actual stiffness compared to the calculated one), and a temporary loading factor.

Emergency load is represented as the impact of damage or failure in the power work of the supporting element (s) of the frame. This effect may be caused by industrial or natural causes. As an example of an accidental impact, it is possible to consider, for example, the failure (destruction) of the rack 2 or the formation of a karst funnel under it at the base, which entails the redistribution of forces in the frame. To preserve the bearing capacity of the remaining surviving part of the frame structures, it is necessary to use the following approach to increase the adaptability of the building's load-bearing elements:

1. To calculate the elements of the frame, taking into account the forces arising from the failure of the building elements, considering at the design stage scenario options for the destruction of structures and emergency influences.

2. Apply the set of technical measures described above, as well as the following design solutions:

- racks 3 and / or crossbars 2 in the level of at least one of the belts (the most compressed) contain a rolled metal profile 7 of closed cross section, with filling the cavity with a solution based on non-shrink or expanding cement;

- to secure the crossbars 2 from the plane with girders statically working according to the continuous structure;

- when calculating the rationale, provide for a direction under the lower belts of the 4 crossbars of the 2 frames in the normal direction relative to the plane of the frames or in the run level, a system of safety cables that can prevent progressive collapse in case of failure in the power work of one or several frames.

Thus, an embodiment of the invention is provided in which the coating comprises a safety cable system.

The purpose of constructive measures to protect the building from progressive collapse is to preserve the building's bearing capacity for at least enough time to evacuate people inside it. In this case, the amount of displacement of structures is not regulated. The following are considered as external influences: emergency impact along with the standard values of constant and long-term (most likely) temporary loads. Calculation of structures for accidental impacts is carried out at reliability factors equal to unity (standard values of the corresponding values), which is justified by the relative rarity of the onset of this type of impact. Since accidental impacts, especially man-caused ones, are often accompanied by fires, it is recommended that the metal supporting structures of the building be treated with flame retardants and materials.

The device profile 7 closed cross section with filling the cavity with a hardening mortar based on non-shrink cement is justified by the following reasons:

- in the emergency phase, increased compression forces are perceived by the concrete element, which is an economical constructive solution due to the concrete working under compression in cramped conditions;

- in the stage of normal operation, the reliability of the structure increases, given the insufficient study of the interaction of the flexible wall 5 and the compressed belt 4, taking into account the presence of initial imperfections in the geometric shape, heterogeneity of the material, other factors and processes that are random (probabilistic) in nature;

- increase the fire resistance of structures (primarily racks 3) due to the presence of compressed concrete;

- reducing the metal consumption of the structures of the building complete supply due to the perception of concrete compressive forces.

The building of the complete delivery works as follows:

When exposed to snow and wind loads on the building, its cladding transfers the corresponding loads to the supporting frame.

The crossbar 2 experiences a lateral bend. Racks 3 experience compression with bending (eccentric compression). Bending moments (corresponding pairs of forces) in the crossbar 2 and in the struts 3 are almost completely perceived by the belts 4 and the profile 7 (if any), as well as partially smooth sections of the wall 5 (and, mainly, those parts of the flat section of the wall 5 that are adjacent to the belts four). Vertical forces - in the racks 3 are almost completely perceived by the belts 4 and the profile 7 (if any), since the corrugated sections of the wall 5 have low stiffness across the corrugations. Transverse forces, including from spacer forces, are perceived mainly by corrugated sections of the wall 5 and stiffeners (if provided). Torques are perceived by belts 4, profile 7 (if any) and corrugated sections of wall 5. A complex stress-strain state occurs when the elements are rigidly and resiliently mated in the cornice assembly and in the assembly of the struts 3 with the foundation. In these nodes, the intensity and direction of efforts are most sensitive to external influences. Smooth thin-walled sections of the wall 5 can work in a supercritical (i.e., after loss of local stability) stage. On the one hand, this is a positive circumstance, since the material continues to work in the elastic-plastic stage, but on the other hand, the transition to the supercritical stage may be accompanied by a loud bang, which, according to psychological requirements, is not permissible for all rooms. To eliminate this restriction, it is necessary that thin-walled sections of wall 5 go into the supercritical stage of operation even under constant loads, as provided for in beams and frames with a flexible wall known from the prior art (Design of metal structures: Special course. Textbook for universities / V.V. Biryulev, I.I. Koshin, I.I. Krylov, A.V. Silvestrov. - L .: Stroyizdat, 1990 - 432 p., Ill. S. 20. Metal structures. 3 t. 2. Building constructions: Textbook for construction universities / VV Gorev, B.Yu. Uvarov, VV Filippov et al .; edited by VV Go eva - 3rd ed., Sr. -. M .: Higher HQ, 2004 -.. with 528, pp 208-209).. The horizontal reaction from the struts 3 is perceived by the foundation structures or by tightening (in the case of its construction). The sections of the wall 5 with corrugations of relatively low stiffness (i.e., with a large pitch and / or lower height) are more effectively included in the work of the corresponding element in bending than the sections of the wall 5 with corrugations of relatively greater stiffness. The support reaction from the crossbar 2 is transmitted to the posts 3 and then to the foundations. Corrugated sections of the wall 5 increase the stability of the compressed belts of the crossbar 2 and racks 3, because the compressed belts 4 rest on a conditional strip with a width equal to the height of the corrugation.

If there is a solid metal sheet (including profiled flooring) or reinforced concrete slab over the frames, it is possible to abandon the device of runs and ties or, at least, significantly reduce their number. In this embodiment, the metal / reinforced concrete flooring bends, provides stability to the compressed belt of the crossbar 2, partially perceives the compression force in the upper zone 4 of the crossbar 2.

Link 1, working on compression / tension, provide spatial stability of the frame, linking the frame into a single spatial unit. Runs, being a support for the coating and increasing the stability of the compressed belt 4 and profile 7 (if any) of the crossbar 2, experience bending with compression / tension, as well as torsion (especially with a pitched roof). When performing runs in the form of beams with a variable-corrugated wall, their power work corresponds to the frame frame 2 described above for the crossbar.

In the constructive work of the building of complete supply, the following principle of force resistance is valid: the greater the linear stiffness of the element, the more it resists the force impact, which coincides in spatial orientation with the marked stiffness, and the distribution between the structural members of the forces from the force effect corresponds to the ratio of their linear stiffness . The described operating features are preserved even with a combination of asymmetric horizontal and vertical loads.

Temperature climatic effects cause additional compressive or tensile forces in the frame elements: in bonds 1, belts 4, as well as in runs. The magnitude and characteristic features of these efforts depend on the temperature of the closure of the supporting frame or its elements in a statically indeterminate structure, as well as on the ambient temperature and the operating temperature of the building. Efforts from temperature and climatic influences are determined by calculation in accordance with the requirements of regulatory documents, taking into account the structural requirements known from the prior art for the length of the temperature compartments of a building.

The load from the cranes, primarily the supporting bridge, causes additional eccentric compression of the struts 2 and additional forces in the bonds arranged in the plane of the struts 2. In this case, the forces are distributed among the frame elements according to the principle described above in accordance with the linear stiffness of the elements. Braking of the cranes causes the racks 2 to bend from the plane of the frames and, accordingly, tensile forces, perceived mainly by girders, bonds 1 along the coating and from the plane of the frames.

The load from the pendant equipment causes additional forces in the frame similar to the forces from the snow load.

The emergency load caused, for example, by the failure of the power work of the rack 3, causes the loading of the racks 3 of the adjacent frames by vertical force. In this case, the bearing capacity of the uprights 3 is provided, inter alia, due to the profile 7 filled with concrete (if any). Runs over the crossbar 2 of the damaged frame work on the principle of rigid cables (threads) for tensile forces, thanks to the continuous structure of static work, allowing the development of deep plastic deformations (plastic joints) due to the increased load. The spacer arising at the same time is perceived by the surviving building frame structures, combined in a spatial block by bonds 1 and girders. In the case of a metal / reinforced concrete flooring over the crossbar 1, it works with a membrane tensile effect due to the formation of plastic hinges.

Conventional or variable corrugation can be carried out using stamping technology - pressing blanks between two dies, rolling on profiling mills, bending with roll forming machines, and also combining these methods. Preference should be given to production with the highest degree of automation, bringing the greatest economic effect. It should be borne in mind that the device of stiffeners, end support ribs, braces and racks significantly complicates, and in some cases violates the complete automation of production lines for the production of composite structures.

The present invention can be used in various snow, wind and seismic areas.

The design parameters of a specific building of complete delivery (general dimensions, section of elements, structural materials, corrugation profile shapes, pitch, height, etc.) are assigned based on the building’s conditions of use, a comprehensive task for its design, calculation results of bearing capacity and operational qualities. To carry out these calculations, it is recommended to use numerical methods of the theory of elasticity, in particular, the finite element method (FEM) in a computer implementation.

A feature of the calculations is to take into account the fact that the loss of stability of some elements (primarily wall 5) of the crossbar 2 and struts 3, as well as runs with a traditionally or alternately corrugated wall, is very likely in the elastic stage of the material. It is possible that the loss of the bearing capacity of the structure is caused by the loss of local stability of its elements and occurs at stresses in the elements below the yield stress or even below the proportionality limit of the elastic-plastic material. The calculation is recommended to be carried out in a spatial setting, taking into account the actual stiffness of both the elements of the supporting frame of the building and the nodes of their interface.

When calculating the stability of building structures, it is recommended to analyze not only the first form of buckling, but also the subsequent ones. In many (but not all) cases, it is permissible to carry out calculations for normal operating influences under the assumption of elastic work of the material. Calculations for emergency exposure should be carried out taking into account the plastic properties of the material of the structure, redistribution of forces and dynamic effect (non-linear dynamic calculation).

When carrying out computer calculations by the finite element method, it is recommended to use shell finite elements taking into account the geometric and physical non-linearities of the work when modeling the structures of the supporting frame of the building of complete delivery. Moreover, an essential criterion for the adequacy of the calculation model is its maximum similarity with the full-scale design both in geometric characteristics and in stiffness parameters.

Claims (12)

1. Complete delivery building, characterized in that the crossbars (or their parts) and the racks (or their parts) of the frame consist of universal standard elements containing a variable-corrugated wall, or a complex of universal standard elements, one part of which is located on areas of intense transverse forces and / or torques, contains a traditionally or alternately corrugated wall, and the other part of the elements located on the site with a high intensity of bending moments and a relatively low intensity across forces and / or torques, contains a flat wall, in addition, racks and / or crossbars in the level of at least one of the zones (the most compressed) contain a rolled metal profile of a closed cross section, with filling the cavity with a solution based on non-shrink or expanding cement , and the crossbars are unfastened from the plane by girders statically working according to the continuous scheme. 2. The building of complete delivery according to claim 1, characterized in that the profile of the corrugations of the wall varies along the length of the universal type element. 3. The building of complete delivery according to claim 1 or 2, characterized in that at least part of the universal standard elements contains belts with different cross sections and / or made of materials with different physical and mechanical properties. 4. The building of complete delivery according to claim 3, characterized in that the coating contains a system of safety cables. 5. The building of complete delivery according to claim 4, characterized in that the belts at least part of the universal standard elements are not parallel to each other. 6. The building of complete delivery according to claim 5, characterized in that perforation is provided in the wall of at least part of the universal standard elements. 7. The building of complete delivery according to claim 6, characterized in that at least part of the universal standard elements contains a wall with a variable thickness. 8. The building of complete delivery according to claim 7, characterized in that at least a portion of the universal standard elements are made with a box-shaped or I-beam-box cross-section. 9. The building of complete delivery according to claim 8, characterized in that the crossbars and / or the frame racks are prestressed. 10. The building of the complete delivery according to claim 9, characterized in that the frame contains prestressed puffs. 11. The building of complete delivery according to claim 10, characterized in that the hidden cavities of at least part of the frame elements are filled with a hardening mortar based on non-shrink cement. 12. The building of complete delivery according to p. 12, characterized in that the frame elements comprise end support and / or transverse and / or longitudinal ribs and / or diaphragms of rigidity.

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