HRP20010056A2 - The flat-soffit large-span industrial building system - Google Patents

Description

The field of technology

The invention relates to a system for the construction of industrial buildings of large spans from composite elements. According to the IPC classification, the field of technology is covered by chapters E 04 B 1/00 and E 04 B 2/00.

Technical problems

The building system in question refers to composite elements and the way in which a finished building is formed from them. The invention solves many minor technical problems or improvements of known solutions in order to quickly and easily build economical and high-quality halls. The technical problems that this construction system solves as a task are:

In industrial buildings, there is mostly an empty interior space between the slopes in the roof structure that needs to be heated and thus consume energy.

The roof structure is high above the floor exposed to dust and other impurities, difficult to access for cleaning and maintenance, which is unfavorable for finer industries, shops and the like, and it is desirable to have a flat and smooth ceiling.

Many installations are usually led through the internal useful space of the hall, which are visible and interfere with the contents of the hall.

Halls are assembled from an excessive number of component elements that often perform one or a few, for example, beams are used for carrying, panels to close the space and the like.

Halls often have cold bridges where elements join.

The joints of the elements are visible, prone to damage during transport or installation, so they should be adjusted or repaired after the installation of the elements.

Separate stabilizing and stiffening structures are applied. The elements are insufficiently connected into more global load-bearing units. The construction of halls, especially the foundations of halls, is too dependent on the weather and outside temperature.

The construction of halls requires the performance of a series of dangerous works that are performed on the roof during the assembly or covering of the roof.

Steel parts of roof structures are often insufficiently protected against fire.

State of the art

All the listed problems have already been solved in different ways, either as solutions of individual elements or individual parts of the construction, for example, roof construction, foundation construction, panel construction, and the like. Given that the system in question consists of a series of solutions such as roof, panels, columns and the like, the comparison with the existing state of the art will be done by parts.

The most common solution for a flat roof on large-span constructions is to cover the lower part of the structure with light plates made of metal, plastic, wood or plaster, by attaching it to the structure itself or by means of an additional substructure. Such solutions require additional work on the viewing surface, at the height after the installation of the roof structure. There are various solutions where a flat ceiling is solved with a panel, but they are mostly applicable to houses or small spans.

Many solutions with one roof support provide partially flat soffits with ribs or similar visible parts, such as US patent 005491946A which applies a large span element but with visible ribs.

International application WO 00/53859 solves the roof structure by assembling at least two steel grids that contain a cover and can also contain a profiled sheet.

Solution EP0039382 also refers to a coated steel roof-ceiling structure. After assembly, these elements need to be connected to each other, which requires considerable work on setting and joining at a height, and they are not suitable for transport due to the soft sheet with which they are covered, and in the end, a flat but wavy surface is not achieved, and the thin sheet metal lining does not provide sufficient fire protection to the coated steel structure. .

Constructions of wall panels, load-bearing or non-load-bearing, have been solved in many ways with thermal insulation from the outside or between two concrete walls, where a strong connection of two walls with thermal insulation between them was often sought, and in the solutions, little care was often taken to preserve its continuity at the joints. Many of these solutions are only applicable to small buildings. Interconnections of wall panels are solved in many ways, often by complicated insertion of steel parts, and many of the solutions do not take into account cold bridges at the joints, trying to solve only a strong connection. There are many such solutions, so they are not listed here.

Among other things, the system in question is essentially based on the connection of the column and horizontal load-bearing panels, so the method of connecting columns with horizontal panels within the column itself was taken as a criterion for comparison with similar solutions.

Patent US5887404 forms a reinforced concrete column inside one of two joined panels at the point of their connection so that a vertical concrete formwork is formed as a cavity into which the reinforcing skeleton is inserted and the column is concreted. The solution is simple to implement, but impractical for high halls due to the insertion of the reinforcement into the high connection and the inaccessible control of the connection of the inserted reinforcement skeleton with the anchors from the foundation. The solution is unfavorable because of the dimensions of the column, which grow significantly with height and contain thick cladding.

Patent FR2541341 solves the connection of horizontal panels inside two parts of a column with folded sliding loops on them and supports the horizontal panel on the foundations of the columns, as well as the solution of this application, with the idea of this solution being to close the connection point and create a space for pouring concrete. However, the solution does not take into account the thermal insulation of the joint on the column, because both parts of the column are concrete and are filled with concrete in between, resulting in a completely concrete column. The connection of only one panel per height, which supports itself and is not burdened by the support of other structures, is solved, and the installation of panels at height, which do not rest on foundations, is not solved.

Patent US5216860 solves the connection of two concrete panels by closing the connection with two-part sheet metal that is tightened with a screw to create a space into which concrete is poured, which results in a strong connection, but the thermal insulation of the connection is not solved. The steel parts of the joint inside the side covers that close the joint achieve a strong connection between the two adjacent elements, but excessively complicate the detail.

The essence of the invention

The subject of the invention is a new system for the construction of large-span halls with a flat surface, which is composed of a small number of multifunctional composite elements that solve the task of quick and simple construction of economic and high-quality halls. The invention relates to elements and the way in which a finished building is formed from them, uniting at the same time several solutions to partial technical problems related to the elements themselves, parts of the structure or the complete building.

The system is based on the concept of applying a small number of large, prefabricated, composite, multi-functional elements, which are completely finished and include finished finishing works. The multi-functionality of the element means that one element solves several problems at the same time. For example, for the element to be load-bearing as a beam at the same time, to close the space as a wall, to serve as a rigid structure, to serve as a temporary support during construction, and the like.

An invention is a solution for a ready-made, finalized building, not just its construction.

The advantages in terms of the final quality of the building that this construction system solves are; A flat view, which gives the interior of the hall an aesthetic ceiling of a large range, without a visible roof structure that collects dust and other impurities that are difficult to access for cleaning and maintenance, closes the unused space in the roof of the structure and reduces the volume of the heated space, thus saving heating energy, forming a shallow attic a space with thermal insulation laid on the upper surface of the ceiling that is ventilated by natural ventilation, the attic space is used to guide installations and industrial lines so that they do not interfere with the space of the hall and are available for repairs and maintenance by accessing through an opening in the attic or through the roof, concrete underlay formed of thin concrete slabs provides considerable fire resistance to the steel roof structure above, the panels of the structure contain excessively thick thermal insulation, which increases the quality of the hall (The reason for the use of excessively thick thermal insulation will be explained below), all the interconnections of the concrete elements are hidden, which is aesthetically desirable,the vertical drainage of roof water is solved through columns so that it is not visible outside the hall.

The economy of the new construction system is based on the specific construction concept and the speed of construction with large, thin-walled fully finalized elements, with low consumption of materials and with forced multi-functionality, such as: One roof support of a large span simultaneously solves both the roof and the finalized ceiling in the hall. The high upper load-bearing panels, placed along the hall, are used to carry the roof elements, at the same time they close the hall space as a finished facade, and when joined with other elements, they stiffen and stabilize the construction and contain ready-made glazing frames and carry horizontal grooves. The high lower load-bearing panels, placed along the hall, enclose the space of the hall as a finished facade or wall of the hall and do not need a foundation because they are self-supporting, like a beam supported on columns, joined with other elements they stiffen and stabilize the construction, connect the foundation and the floor slab to each other, contain ready frames for glazing. The foundations of the columns are prefabricated, fully assembled elements that contain feet and are mounted on the prepared base. The foundation is adapted to winter conditions because ready-made prefabricated foundations can be mounted even at low temperatures, columns can be built into them with a dry joint, and the floor slab, as the predominant part of the earthen and monolithic concrete works in the hall, can be carried out later, indoors, after complete construction completed.

A large transverse span and a large longitudinal raster are applied. In the static sense, all constituent elements are connected and used for the purpose of stiffening and stabilizing the structure as a whole, its individual parts in the final phase or in individual phases of construction. The large vertical moment of inertia of the longitudinal load-bearing panels is used for the vertical support of the roof and ceiling. Longitudinal load-bearing panels are connected to columns by a clamped connection in two longitudinal rigid continuous frames which ensure horizontal stability in the longitudinal direction. The upper load-bearing panels are transversely slender and weak, so they are stiffened against lateral buckling by tying them to a rigid, horizontal ceiling panel formed by the jointing of roof-ceiling panels. The horizontally angled ceiling panel transmits the earthquake forces directly to the columns without bending laterally the longitudinal load-bearing panels on which it rests. The lower load-bearing panels are high-wall brackets that, connected to the columns, bridge the span between two column foundations and are attached to a monolithic floor slab that stabilizes them against lateral buckling and joins the column foundations together, preventing them from moving apart during an earthquake. During construction, the rigid ceiling panel serves as a flat platform on which work on the roof is carried out, thus reducing the danger of working at height.

Short description of the picture

In the following, the invention will be described with reference to the attached figures

Fig. 1 represents a spatial view of the assembled construction

Fig. 2 shows the roof-ceiling element

Fig. 3 shows the procedure for joining and leveling the deflection of the roof and ceiling elements

Fig. 4 shows a detail of the joint of the roof and ceiling elements

Fig. 5 shows a top view of the supporting panel

Fig. 6 shows a section of the upper load-bearing panel

Fig. 7 shows a view of the lower load-bearing panel

Fig. 8 shows a section of the lower load-bearing panel

Fig. 9 is a spatial view of the humidity switch

Fig. 10 is a side view of the steel column before installation

Fig. 11 is a cross section of a steel column before installation in line a-a

Fig. 12 is a cross-section of a steel column before installation in line b-b

Fig. 13 is a cross section of the column after installation in line a-a

Fig. 14 represents a spatial view of the column insert

Fig. 15 shows an enlarged section of the connection of the upper load-bearing panel with the roof-ceiling element

Fig. 16 shows a section of a prefabricated fully assembled foundation

Fig. 17 is a plan view of the fully assembled foundation

Fig. 18 shows a section of the multi-nave hall

Fig. 19 shows a detail of the joint of the ceiling and roof structures on the support of the internal longitudinal frame

Detailed description of one of the ways of realizing the invention

At SU, the axonometry of the construction of the hall is shown.

The roof of the hall and the finished flat ceiling are simultaneously solved with double prestressed, composite, roof-ceiling constructions with a flat under-view (1) according to the earlier patent application no. P20000906A. The range of these roof-ceiling constructions, shown in the view of Fig. 2, ranges from 12 to 30 m. The construction is similar to a grid, with a lower belt made of an extremely wide and thin concrete support plate (1.1) and a steel upper belt (1.2) with vertical rods of filling (1.3). Roof-ceiling concrete slabs (1.1) have built-in joints (1.4), according to SI.4, which vertically equalize their deflection after assembly and connect the roof plane. Details (1.5) are installed in the quarters of the width of the supported plate on the bearing, for attaching the viewing plates (1.1) to the load-bearing panels (2). Steel or wooden secondary supports (7), over a small span of 2.0 to 2.4 m, and a cover (8) made of corrugated boards are mounted on the upper belt of the steel grid part of the structure (1.2). Thermal insulation of the required thickness (6) is laid on the concrete slab (1.1). The shallow ceiling space (11) between the upper face of the coupled ceiling panel and the cover (8) enables hidden routing of installations and pipelines (12) and is ventilated by natural ventilation through a multitude of small openings (10) at the junctions of the upper load-bearing panels (2) with the columns ( 4). Additional ventilation openings can be installed on the gables or in the ridge. The concrete ceiling plane made of connected ceiling panels (1.1) and thermal insulation (6) on it serve as fire protection for the steel structure of the roof, and during construction it is used as a flat platform for safe work at height when performing work on the roof. The roof plane formed in this way is horizontally rigid and as a whole transmits the horizontal forces of the earthquake directly to the columns (4) without burdening the upper load-bearing panels (2) which are very slender in the transverse direction of the hall. The rigid horizontal plane is connected to the upper load-bearing panels (2), which are the linear support of the roof-ceiling structures (1), thereby stabilizing them against lateral buckling. The upper load-bearing panels (2) placed in the longitudinal direction of the hall on a large grid, 10 to 12 m, support the roof-ceiling structures (1) supported on the longitudinal linear bearing (2.5) as shown in the section in Fig. 15. The very large vertical moment of inertia of the elements (2) is used to carry the roof elements (1). The upper load-bearing panels (2) have excessively thick thermal insulation (2.2) installed between two concrete walls (2.1) connected to each other by rigid mesh anchors (2.3) through the thermal insulation, which achieves a large distance between the walls and thus greater lateral stiffness of these long elements. The lateral stiffness of the elements (2) is necessary especially when lifting or manipulating during construction or transport. The upper load-bearing panels (2), on the tops of the eaves (2.4), carry horizontal, longitudinal grooves, as in the picture. The lower load-bearing panels (3) are finished facade elements that enclose and thermally insulate the space of the hall on a longitudinal grid, supported on columns (4) and foundations (5), replacing the foundation beams that are usually used in halls, so there is no need to build under them foundations. The elements (3) connect the foundations (5) to each other against mutual separation during earthquakes and connect the construction to the monolithic reinforced concrete floor slab (9) by means of lateral anchors (3.6), which ensure their stability against lateral buckling. The upper and lower load-bearing panels (2) and (3) have built-in longitudinal channels (2.6) and (3.5) for the installation of glass or other window material that is inserted between them as in finished frames. The two-part steel columns (4) are composed of two U-profiles (4.1) in the space between which the upper and lower load-bearing panels (2) and (3) are inserted. The load-bearing panels (2) and (3) are connected inside the column with a rigid linear connection to each other and to the column (4). From a static point of view, elements (2), (3) and (4) form a continuous frame in the longitudinal direction of the hall with very rigid crossbars. Two-part steel columns (4) after assembly and injection of linear joints with elements (2) and (3) become composite, extremely strong columns as shown in the section in Fig. 13. Foam thermal insulation (4.4) and pipes (4.5) for vertical drainage of rainwater from horizontal gutters on the roof were installed in the columns in both halves (4.1) before assembly. The columns hide the vertical joints of the load-bearing panels (2) and (3) on both sides, which avoids subsequent finishing of the joints, after assembly, or repairs of possibly torn edges. Thermal insulation (4.4) installed inside the columns as shown in Fig. 13 achieves the continuity of the thermal insulation (2.3) or (3.2) installed in the panels (2) or (3) at the place of their vertical connection by lining it from the outside and thermally insulates the installed pipes (4.5) for drainage. The construction is based on prefabricated, fully assembled foundations (5), with ready-made foundation feet (5.1), with a foundation column that regulates the height of the hall floor in relation to the surrounding terrain and concrete-coated steel cups (5.2) into which the columns are mounted ( 4). The foundation feet (5.1) are factory-made, so the foundations (5) can be placed on the prepared base even at low temperatures, when the concrete does not set.

In the following text, the constituent elements of the system, their application and connections are listed and described in turn

element (1), doubly prestressed composite roof-ceiling structure with flat bottom view shown in Fig. 2, marked in all pictures with the mark (1), according to the earlier patent application no. P20000906A, is not the subject of the patent application in this application as a structure, but as an integral element of the hall building system. The mutual coupling-leveling connection of panels (1.4) shown in SI.4 is an important component of the hall system and the subject of this application. The element consists of an extremely wide and thin concrete slab (1.1) with a section width of 200 to 240 cm and a height of up to 6 cm. The steel part of the structure (1.2) as the upper belt of the overall structure is made of thin-walled closed steel rectangular profile, it is connected to the viewing plate (1.1) with vertical filling rods (1.3). The visible concrete slab (1.1) is prestressed by a centric, adhesion process in order to limit cracks in it, and the upper, steel belt (1.2) is prestressed by tensioning in the crown in order to regulate its deflections. The coupling-leveling joint (1.4) of the supporting panels (1.1) shown in Fig.3 and SI.4 is essential for the use of elements (1) in the construction of the hall. The connection (1.4) of the concrete slabs (1.1) equalizes the different deflections of the slabs (1.1) vertically and connects them to each other in a horizontally rigid ceiling plane. The performed mutual connection of the plates is shown in SI.4. Two adjacent support panels (1.1) have anchored L-profiles (1.5) installed at the joint points (1.4), of the required length Ls, which are welded to each other after leveling (1.6). Two auxiliary anchor rods (1.7) with a thread and a nut at the ends are used temporarily for leveling and are subsequently removed. Connecting details are installed in quarter spans. Fig. 3 shows the procedure for leveling the plates (1.1). The device (14) is used to force the plates (1.1) into the joint deflection position. The lower (14.1) and lower (14.2) spacer profiles are placed on the anchored bars (1.7) through the holes, and a short-stroke hydraulic manual jack (14.3) is placed between them. after which he makes a permanent welding connection (1.6). Figure (4) shows the axonometric view of the finished sectioned detail. The derived weld (1.6) is loaded to shear caused by the efforts of the plates (1.1) to return to the position from which they were forced, but this stress is small because the plates are slender and it is about equalizing the small differences in the deflections of the adjacent plates, which are leveled for aesthetic reasons. In the longitudinal direction, the welds (1.6) are performed in the required length, but they are unloaded, except in the event of horizontal forces from an earthquake, in which case they serve as a coupling that horizontally connects the panels to each other. Longitudinal welds (1.6) do not allow individual plates (1.1) to move independently of each other, so they act together, as a rigid plane that cannot load the longitudinal upper panels of the beam (2), which are extremely slender and weak in the transverse direction, and on which plates (1.1) are attached. The horizontal force of the earthquake is thereby transferred from the ceiling surface connected by these joints directly to the columns. Steel plates (1.7) are installed in quarters of the width of the supported plate, on the bearing, for attaching the viewing plates (1.1) to the load-bearing panels (2).

element (2), the upper load-bearing panel is shown in Fig. 5, marked in all pictures with the mark (2). It consists of two thin, reinforced concrete walls (2.1) with a thickness of 4.5 to 5 cm, made of concrete mixed with oxide-based paint, resistant to the atmosphere. The walls (2.1) can be treated on the outside with a ready-made facade pattern as an impression in the mold. The walls (2.1) are reinforced with construction nets. Between the walls (2.1) there is intentionally excessively thick, hard thermal insulation (2.2), 14 to 16 cm thick, which, in addition to the purpose of insulation, serves as a large distance to achieve the greatest lateral stiffness of the element. The walls (2.1) are connected to each other by rigid, mesh joints (2.3) through thermal insulation (2.3), which evens out their joint work on carrying the vertical load. The outer reinforced concrete wall is longer than the inner one and represents a protrusion (2.4) that serves as a mask for the lateral closure of the attic space and carrying the horizontal roof gutter, as can be seen in the section in Fig. 15. Along the entire length of the element (2), a support of concrete slabs (1.1), roof-ceiling supports (1) is formed, with a built-in steel strip (2.5) anchored in both walls (2.1) on which the slabs rest and which regulates the transverse eccentricity vertical forces on the elements (2) and distributes the load from the plates evenly on both walls. Short pieces of L-profile (2.8) are installed at the points of connection with the viewing panels (1.1), anchored with one leg in both walls of the load-bearing panels (2.1) so that their other leg is visible on the inner side of the bearing, on the protrusion (2.4) and is bolt (2.9) welded to it, visible in Fig. 15. The connection is made so that the second piece of L-profile (2.10), which has a hole in one leg, is put on the screw (2.9) and fixed with a nut (2.11), while the other leg of the put-on profile is welded to the plate (1.7), installed on the upper the face of the inspection panel (1.1). On the lower part, the element has a metal channel (2.6) installed along its entire length as a ready-made locksmith frame for inserting transparent window material. The channel (2.5) is made deeper in order to have space for inserting the glass and to ensure against breakage of the glass due to bending of the element. At the ends of the element (2), loop anchors (2.7), made of concrete iron, are installed, with which they are anchored to the columns (4). Loop anchors (2.7) are made of thicker concrete steel profiles and are anchored deep into the reinforced concrete walls (2.1), because they are embedded in the joint and represent the uninterrupted reinforcement of the upper zone of the element (2), which ensures the continuity of the support over the columns. High-walled panels (2) and (3) connected in joints with columns (4) by a strong linear connection form continuous longitudinal frames that can be rigid in static calculations due to the high cross-section of the element, where the large bending moment is divided within the cross-section into an internal pair of small forces on big arm.

element (3), the lower load-bearing panel is shown in Fig. 7, marked in all pictures with the mark (3). It consists of two thin reinforced concrete walls (3.1) with a thickness of 4.5 to 5 cm made of concrete into which an oxide-based paint, resistant to the atmosphere, is mixed. The walls (3.1) are reinforced with construction nets. Between the walls (3.1) there is excessively thick, hard thermal insulation (3.2) with a thickness of 14 to 16 cm, which, in addition to the purpose of insulation, serves as a large distance between the panels to achieve the greatest lateral stiffness of the element. The walls (3.1) are connected to each other by rigid, mesh joints (3.3) through thermal insulation. The lower part of the element that goes underground after installation, marked with (d), is made solid, with an additive added to the concrete for waterproofing. At the transition of the lower part of the element, marked with (d), to the upper part, marked with (g), which remains above the level of the surrounding terrain, a horizontal moisture switch (3.4) is made, which interrupts the capillaries in the concrete and prevents the upper part of the element (h) from getting wet. . The capillary switch (3.4), shown in Fig. 9, consists of a thin metal strip (3.4.1), in the width of the element, with steel anchors (3.4.2) that serve as reinforcement to connect the concrete of the upper and lower parts through the switch ( 3.4). On the outside of the element (3), the strip (3.4.1) ends with a longitudinal, metal or plastic profile (3.4.3) that separates the upper and lower parts of the element and visually separates the plinth from the outside. At the top, the element (3) along its entire length is shaped like a beveled window sill with a built-in metal channel (3.5) for installing the window material. Using side anchors (3.7), the lower load-bearing panels (3) are connected to the monolithic concrete floor slab of the hall (9). At the ends, the element has built-in loop anchors (3.6) made of concrete iron, with which it is anchored to the columns (4). Loop anchors (3.6) are made of thicker profiles of concrete steel and anchor deep into the reinforced concrete walls (3.1), because they are installed by overlapping in the mutual connection in the column and represent the uninterrupted reinforcement of the upper zone of the element (3), which achieves the continuity of the support over the columns.

element (4), a two-part assembled composite column is shown in Fig. 10,11,12,13 and 14, marked (4) in all pictures, is composed of two spaced steel U-profiles (4.1) with rigid flat steel loops (4.2) welded to the inside of the profile. Rigid loops (4.2) are used for folding in the joint, as shown in Fig. 10, 11 and 14. and both halves of the column (4.1) are temporarily connected to each other with screws (4.3) in several places along the height of the column, as shown in Fig. 10,12 and 14. Screws (4.3) and crossbars (4.6) during the pole assembly stage fix the permanent distance between the pole halves (4.1), which is temporarily increased before connecting the elements (2) and (3) for easier insertion of the panels into the distance between the poles. After inserting the load-bearing panels (2) and (3) into the gap between the posts (4), both halves of the post are tightened with screws (4.3) so that they compress the panels (2) and (3). The halves of the columns thereby hide the connection of concrete elements (2) and (3) which is not sensitive to minor inaccuracies or damage to the edges and continue the continuity of the thermal insulation in the panels at the place of the column. The vertical arrangement of the loop anchors (3.6) on the load-bearing panels and the spacing of the welded rigid loops (4.2) on the columns (4) are adjusted for the smooth passage of the longitudinal bars (4.9) through all the loop anchors. By injecting with fine-grained quick-setting concrete (4.10) using a pump and injection hose, a continuous, linear vertical connection and a strong composite cross-section of the column are finally achieved, as in Fig. 13. Hard foam thermal insulation (4.4) and pipes (4.5) for vertical drainage of rainwater from the roof were installed in both halves (4.1) of the column before assembly. Before assembly, the columns (4) are connected to each other with L-profile crossbars (4.6) attached to both halves (4.1) with screws through the holes as shown in Fig. 12 and 14. The distance between the posts is regulated inside the oval holes (4.11) on one of the halves. Crossbars (4.6) serve as a temporary support for the upper load-bearing panel (2) during the assembly phase, and they fix the distance between the halves of the columns (4.2). After clamping the load-bearing panels (2) and (3) with screws (4.3), the crossbar (4.2) and screws (4.3) can be removed. The bottom of the column (4.7) is equipped with two rigid pins (4.8) on which the column rests in the steel bushings (5.4) of the connecting part of the foundation during the assembly phase. The pins (4.8) are used to center the posts and make them easier to bring into a vertical position.

element (5), fully assembled foundation is shown in Fig. 16 and 17, marked in all pictures with the mark (5). The fully prefabricated foundation consists of a thin reinforced concrete or prestressed foundation footing (5.1), a foundation column that adapts the foundation to the surrounding terrain (5.2) and a steel cup (5.3), made of two steel U-profiles slightly larger than the column profiles (4.1), coated with concrete. The cup (5.3) is adapted to the installation of two-part columns (4). The bottom of the cup is made of concrete with two steel bushings (5.4) installed in which the post (4) sits with the mandrel (4.8) during assembly. The column is brought into a vertical position by driving wooden wedges (5.5) around the perimeter into the space between the steel profiles of the cup (5.3) and the column profile (4.1), whereby the column (4) rotates supported by the spikes (4.8). After leveling, the joint is poured with concrete. The joint can also be made dry, which is convenient in winter conditions when the concrete does not set, using steel wedges (5.5) instead of wooden ones, whereby the column is fixed permanently or temporarily by welding the wedges (5.5) to the steel profiles of the column (4.1) and cups (5.3) ). The foundations are placed in excavated pits filled with gravel or thin concrete, with a leveled bottom.

Procedure for making the hall:

After removing the humus, pits for the foundations of the columns are dug by machine. All the bottoms of the foundation pits are filled with gravel and leveled to the same height. An ordinary geodetic leveler is used for leveling. The final finely leveled layer is made of thin concrete 10 cm thick, where it is important that the final surface is horizontal. Completely prefabricated foundations (5) are laid on the leveled bottoms, where errors in the layout of the foundation are tolerated, up to 2 cm in size, which can be compensated for by moving the columns (4) inside the foundation cups (5.3) during the assembly of the structure. The height of the floor slab of the building in relation to the surrounding terrain, i.e. the depth of the foundation, is roughly regulated by choosing the height of the foundation column (5.2). After the foundation (5) is installed, the joined steel two-part columns (4) are mounted in the cups (5.3) and temporarily fixed with pegs (5.5) driven around the perimeter of the column inside the cups (5.3), as can be seen in Fig. 17. The columns are adjusted using crossbars (4.6) to have an internal distance of approximately 10 mm greater than the width of the lower load-bearing panels (3) before their assembly. The lower load-bearing panels (3) are inserted with their ends into the gap between the two-part columns (4) and rest on the foundation column (5.2) through the slot in the foundation cup, whereby their loop anchors are overlapped with the rigid anchors of the column (4.2) and the loop anchors of the adjacent, lower load-bearing panel. panel (3) as in Fig. 13. The columns (4) are fixed permanently and the columns are pressed against the panels (3) with screws (4.3). Now the columns are brought to the final, precise vertical position, using wedges that are driven deeper or shallower into the space between the column and the cup (5.5) and with the help of geodetic instruments that monitor verticality with respect to two vertical planes, whereby heavy panels (3 ) do not interfere with the rotation of the column or its fine movements in the bottom of the cup because they are supported on the foundations. By bringing the columns into a vertical position, the lower load-bearing panels were also brought into a vertical position. Connection, as in Fig. 13 is injected with fine-grained, quick-setting concrete. After placing the load-bearing panels (3) throughout the building, the upper load-bearing panels (2) are mounted in the space between the columns by leaning on the temporary supports (4.6) on the columns and permanently connected with a joint as in Fig. 13. The roof-ceiling elements (1) are mounted on the upper load-bearing panels (2), which are supported by the entire width of the ends of the support panels (1.1) on the linear supports (2.5) and connected in detail as in Fig. 15. The panels are mounted at a distance of 5 mm, which is subsequently filled with permanent elastic putty. Due to the imperfection of the design, the viewing panels (1.1) have different deflections, the difference of which is several millimeters, but certainly less than 1 cm. Adjacent panels (1.1) are forcibly brought into the joint deflection position with the help of a simple device by means of coupling-leveling joints installed in the quarters and middle of the span, and in such a joint leveled height position, they are permanently joined by welding (1.6), as shown in FIG.3 and 4. All further work is carried out on a safe and level concrete surface formed by the connected support panels (1.1) of the elements. Soft thermal insulation (6) of the required thickness is laid on the upper surface of the panels (1.1) by simply unrolling the bales. Horizontal gutter channels are placed on the protrusions of the upper panels (2.4) and are connected to the vertical pipes (4.5) built into the columns (4). The secondary supports (7) are mounted on the upper steel belt (1-2) of the roof supports (1) and the cover (8) is attached to them. The glazing of the facades of the hall is done by simply inserting the window material (13) in the form of panels into the channels (2.6) and (3.5) in the elements (2) and (3), whereby the channels serve as a finished frame. After this quick assembly, a finished, finished hall was built, not just a structure. Installations that are distributed horizontally throughout the attic and can be lowered vertically at any necessary place in the hall through a hole drilled in the ceiling.

The procedure for building a multi-nave hall:

Multi-nave halls with two or more transverse spans can also be built with the system in question for building halls with a flat ceiling, as shown in the cross-section in Fig. 18. An internal longitudinal frame is formed from the columns (16) on an arbitrary longitudinal grid, which does not have to be equal to the grid of the outer columns (4) and the tall I-profile steel support (15), on which the panels with two spans rest. On the section in Fig. 19 shows a detail of the connection of two panels (1.1) of the roof-ceiling construction (1) with the steel longitudinal support (15), of the middle longitudinal frame. The plates are mounted on the lower flange of the I-profile and connected with a transverse rib made of steel plates (17) which are welded to the plates (1.5) and to the spine and upper flange of the longitudinal support (15). The steel support, which is itself sensitive to torsion, is thus cross-coupled with the plates (1.1) and stabilized. The rigid horizontal plane of the ceiling, which is formed by the joints (1.4) of the connected support panels (1.1), does not load the middle support (15) laterally, but stabilizes it by transferring forces directly to the columns.

The quality of construction components is controlled according to the standards for steel, concrete, composite or prestressed structures, and the quality control of the finished element in terms of the quality of surface treatment and tolerance by macroscopic inspection or measurements is also related to the appropriate standards. In terms of quality, constructions are controlled; quality of materials and welds, required tolerances of deformation of steel parts of the structure after welding, position of steel parts in the mold before concreting, compressive strength of concrete, consistency of concrete during installation, correct production and placement of reinforcement and ropes for prestressing in the mold and control of the applied prestressing force. Before concreting and hardening of the concrete with elements, the presence and position of all installed connecting details are checked by inspection, and after concreting of the elements, the quality of the surface finish and the paint incorporated into the concrete, possible damage due to chipping of edges or cracks. The industrial way of making elements in solid and stable molds, with built-in stops and appropriate means and tools, eliminates the possibility of human error during work.

The construction is deposited by elements and transported to the construction site by appropriate transport, which is subject to conditions that do not impair the quality, load-bearing capacity or any other property of the element. Standard calculations of stability and resistance regulated by the regulations of the country where the construction is carried out, based on general principles of construction mechanics, are applied to the elements and the construction as a whole. In doing so, the elements are dimensioned to carry the prescribed loads to the required safety factors of limit states of failure and exploitation characteristics according to the appropriate regulations that regulate construction with concrete, steel, composite sections or prestressing. Elements and construction must be certified for mass production and application, which is also regulated by the regulations of individual countries.

One of the advantages provided by this system is in the following:

The preparation of the construction site for assembly requires the execution of earth and concrete works to the extent that weather conditions allow. It is possible to carry out the necessary minimum earthworks, which consists of excavation for foundations, leveling of the bottom and minimal, rough excavation around the perimeter of the building in the places where the lower load-bearing panels (3) come, which partially enter the ground, and to mount the hall, and earth and concrete works on monolithic floor slab (9) to be performed later in the closed area of the hall. This possibility is convenient in winter, in snow and low temperatures and snow, because the assembly of the hall does not need to wait for the previous execution of extensive and bad weather-dependent earth and monolithic concrete works.

Claims (18)

1. The system for the construction of large-span halls with a flat bottom view of multi-functional elements is characterized by the fact that it consists of double prestressed, composite, roof-ceiling structures with a flat bottom view (1), upper load-bearing panels (2), lower load-bearing panels (3), two-part assembled composite columns (4) and completely prefabricated foundations (5), where all the listed elements form a compatible whole. 2. System for the construction of halls of large spans, according to claim 1, characterized by the fact that by mutually connecting the soffits (1.1), roof-ceiling constructions (1), a completely flat concrete soffit is assembled, which forms an attic space (11) ventilated by natural ventilation through openings (10) at the joints of the upper load-bearing panels (2) with the columns (4). 3. A system for the construction of large-span halls, according to claim 2, indicated by the fact that thermal insulation (6) of arbitrary thickness is laid on the concrete ceiling from the upper side after the assembly of the element or during prefabrication, whereby the concrete support panels and the insulation on them provide fire protection for the steel structure of the roof with the celebrated part (1.2), (1.3) and 7 above the ceiling. 4. System for the construction of halls of large spans, according to claim 1, characterized by the fact that the installations and industrial lines (12) are distributed horizontally through the attic space on the upper surface of the assembled ceiling. 5. System for the construction of large-span halls, according to claim 1, characterized by the fact that the upper surface of the assembled ceiling is used during construction for the safe progress of work on the roof. 6. System for the construction of halls of large spans, according to claim 1, characterized by the fact that the hall can be constructed first and only then earth and concrete works can be carried out on the monolithic floor slab (9) in the closed space of the hall. 7. System for the construction of large-span halls, according to claim 1, characterized by the fact that by joining the slats (1.1), the roof-ceiling structures (1) are connected to each other by coupling-leveling joints (1.4) into a rigid horizontal plane that transmits the horizontal forces of the earthquake directly on the columns, while at the same time it does not bend the longitudinal upper load-bearing panels (2) tied to itself, but rather stabilizes them against lateral bending. 8. A system for building large-span halls, according to claim 7, with a coupling-leveling joint (1.4) indicated by the fact that it consists of anchored L-profiles (1.5) on the edges of the panels and temporary crossbars (1.7) with a thread and a nut at the end, through which, by means of the device (14), the viewing panels (1.1), the elements (1), are forced into the position of common vertical deflection, after which the L-profiles are joined by a longitudinal weld (1.6) 9. The upper load-bearing panel, according to requirement 1, consists of two thin reinforced concrete walls (2.1) with built-in thermal insulation (2.2) through which the panels are connected with mesh anchors (2.3) and the outer panel forms a protrusion (2.4), with a longitudinal bearing (2.5) for carrying panels (1.1), with a built-in channel (2.5) for installing glass and loop anchors (2.6) for connection, indicated by the fact that it is used as a long high-wall support for carrying a heavy roof and closing the space and after connecting with the columns ( 4) and the lower load-bearing panels (3) with rigid vertical joints, form, from a static point of view, a continuous frame that horizontally stabilizes the construction in the longitudinal direction. 10. The upper load-bearing panel, according to claim 9, characterized by the fact that between two reinforced concrete walls (2.1) connected by rigid mesh anchors (2.3) excessively thick thermal insulation (2.2) is deliberately installed, which in addition to the purpose of thermal insulation achieves greater distances between the concrete walls ( 2.1) and thus greater lateral stiffness of the element. 11. The lower load-bearing panel, according to claim 1, consists of two thin reinforced concrete walls (3.1) with built-in thermal insulation (3.2) through which the panels are connected with mesh anchors (3.3) with a built-in channel (3.5) for installing glass and loop anchors (2.6) for connection, characterized by the fact that excessively thick thermal insulation (3.2) is installed in it, which, in addition to the purpose of insulation, achieves a large distance between the concrete walls (3.1) in order to achieve greater lateral stiffness of the element. 12. The lower load-bearing panel, according to claim 11, characterized by the fact that it is used as a high wall support that closes the space and connects the columns (4) and foundations (5) with the monolithic floor plate (9), to which it is connected by means of side anchors (3.6 ), which prevents the foundations from spreading during an earthquake. 13. The lower load-bearing panel, according to claim 11, characterized by the fact that it is installed so that its lower part (d) remains buried underground and has a built-in moisture switch (3.4) that prevents the penetration of capillary moisture from the lower solid part (g) into the upper one. overhead part (h), 14. The lower load-bearing panel, according to claim 13, characterized by the fact that the moisture switch consists of a thin metal strip (3.4.1), in the width of the element, with steel anchors (3.4.2) which continue to break the concrete with longitudinal, metal or plastic profile (3.4.3) which is installed on the outside of the element (3) and visually separates the plinth. 15. Two-part assembled composite column, according to claim 1, characterized by the fact that before installation it consists of two spaced steel U-profiles (4.1) with welded rigid loops that overlap inside the column (4.2) with built-in thermal insulation (4.4) and plastic pipes ( 4.5) for the drainage of roof water with a split bottom of the column (4.7) with two rigid spikes (4.8) on which the column rests during the assembly phase, while the profiles (4.1) are connected by L-profile rungs (4.6) that serve as a temporary support to the upper load-bearing panel (2) during the assembly phase and loosely connected with screws (4.3) by means of which the halves (4.1) are tightened after the load-bearing panels (2) and (3) have been inserted into the gap between the posts (4) so as to compress the panels and hide their connection which is performed by overlapping rigid loops (4.2) and loop anchors (2.6) and (3.6) of load-bearing panels (2) and (3), after which vertical rods (4.9) are passed through them and injected with fine-grained concrete (4.10), after which the column becomes composite. 16. A two-part assembled composite column, according to claim 15, characterized by the fact that during the assembly phase, the distance between the halves (4.1) is fixed by means of a temporary support (4.6) that serves to support the panel (2), whereby a wider distance is adjusted during assembly for easier panels (2) and (3). 17. Two-part assembled composite column, according to claims 15 and 16, characterized by the fact that it contains pipes (4.5) insulated with thermal insulation (4.4) for vertical drainage of roof water that are connected to horizontal grooves. 18. The fully prefabricated foundation, according to requirement 1, consists of a reinforced concrete base (5.1), a foundation column (5.2) which adjusts the foundation height to the surrounding terrain and a steel cup (5.3) composed of two steel U-profiles covered with concrete, with with a concrete bottom in which two steel sleeves (5.4) are installed, indicated by the fact that it has a ready-made prefabricated foot (5.1) that is placed on the prepared base.