EP1930520B1 - Modular latticework structure made of concrete - Google Patents

Abstract

The structure consists of braces (1.1), posts and/or diagonals as well as node elements (4.1) and tension elements (6.1). Tension elements are passed through cut-outs formed in the braces, posts and/or diagonals as well as the node elements. The node elements are arranged between the braces, posts and/or diagonals.

Description

The present invention relates to a modular truss structure made of concrete, consisting of straps, posts and / or diagonals and node elements and tension elements, especially for level and spatial structures in building construction, industrial and bridge construction.

Truss structures generally consist of rod-shaped supporting elements, the straps and filler bars, which are connected to each other at the truss nodes. As a result, a structure is formed, which transmits the occurring effects mainly by tensile and compressive forces and allows efficient use of the material. Therefore, trusses are particularly well suited to bridge large spans with a comparatively low structural self-weight.

Truss structures are used in the field of construction in building construction, industry and bridge construction. Typical applications in building construction are flat and spatial trusses as roof structures for multipurpose halls such. As sports and leisure buildings, exhibition halls or meeting rooms [1], [2]. In industrial construction, trusses are used as roof trusses or frame structures in hall construction [2], [3] as crane runway girders or for conveyor belt or pipeline bridges. Also find trusses for wide-span beams in multi-storey buildings and for bracing federations application. Furthermore, truss structures are also used for heavily loaded columns, for traffic sign bridges as well as for overhead line and antenna masts. In bridge construction, trusses are used as spatial and level trusses in large bridge construction [4], [5] as well as for pedestrian and cycle bridge bridges [6], [7].

In the field of construction timber structures are mainly made of steel and wood, rarely concrete.

With truss structures made of structural steel, due to the high material strength, the favorable density-strength ratio and the ability to produce relatively thin-walled cross-sections, the static-constructive advantages of truss structures can be effectively implemented. Spans of more than 100 m can be realized [8].

The formation of the nodes is usually done by screw or welded joints [9], partly with the help of prefabricated cast nodes made of steel [5], [10]. Due to dimensional inaccuracies, assembly problems can occur when using cast nodes, which leads to time-consuming and costly rework [11].

One system that allows uncomplicated connection of the bars, especially in trusses, is the MERO ^® truss system [12]. In this system, the truss rods are connected by a simple screw assembly with the help of a node element [13], which allows different directions and inclinations of the rods.

Steel framed structures are suitable for prefabrication in the factory as they are easy to disassemble into segments that can be easily transported and assembled on the jobsite. However, site work often requires reworking on the corrosion protection of the construction, which is costly and in some cases does not achieve the quality of the factory applied coating.

A disadvantage of steel trusses are compared to trusses made of concrete or wood higher material costs and high production costs for the sometimes complex node connections.

In addition, steel frameworks often additional measures to ensure fire safety, z. B. the sheathing of the construction with shotcrete or costly protective coatings required. Farther The cost of maintaining the corrosion protection affects the economic efficiency of steel framework structures.

Truss structures made of wood or glued laminated timber are used economically only for smaller spans up to about 30 m [14]. The knot joints in trusses made of wood or glued laminated timber are usually carried out with the aid of nail plates, pressed-in nail plates, dowel-sheet metal connections or special dowel joints [15]. Similar to steel trusses, knot joints are also made using the MERO ^® knot. Pure nail connections, z. B. in Nagelfachwerkbindern, occur only in constructions with small spans. Construction site connections are to be made at timber construction or glued laminated timber at reasonable cost. This allows the truss structures to be divided into segments that are prefabricated in the factory. The elements can easily be transported to the construction site and mounted there. Similar to steel frameworks, the costs of producing the nodal joints are high in the wood and glulam timber structures of engineering timber construction. A disadvantage of wood or glulam timber frameworks are, z. As a result of the moisture content, strongly fluctuating material properties that make optimal use of the material. In order to realize the fire protection, the steel components of the node connection must be protected from flames and the rod cross-sections must have sufficient dimensions. Otherwise, fire protection coatings or protective sheathing are required. While the resistance of wood to chemical attack is high, protection against moisture usually requires additional protective coatings or constructive measures.

Half-timbered constructions made of normal-strength concretes have the disadvantage that they are significantly heavier than comparable constructions made of steel or wood due to the poor density-strength ratio of the material. In addition, the cross sections of formwork Reasons and for proper installation of the reinforcement, tendons and the concrete have certain minimum dimensions, which also contribute to increase the structural intrinsic load.

The nodal points are usually monolithic, resulting in intricate tie bars in the nodal area, which must be carefully planned and executed [16]. To reduce voltage spikes, the connections between the node and the bars usually need to be rounded. This increases the production costs and the production costs.

The construction of truss structures on the construction site could not be successful due to design difficulties, such as the costly formwork construction, the time-consuming rebar work and the difficult concreting conditions on the market [18]. The prefabrication of truss structures in the factory allows a cost-saving multiple use of the formwork and simplifies the concrete work. The complex reinforcement guidance in the area of the nodal points, however, also has a negative effect on the production costs in the case of the constructions produced in the factory.

By dismantling half-timbered structures into individual elements [17] or half-timbered panes [18], half-timbered constructions can also be prefabricated for larger spans. The assembly with the help of structural steel joints or by clamping together with tendons is often difficult, costly and time-consuming. Particularly problematic in this case are the clamping force losses due to friction when preloading long tendons, which require a considerable increase in the prestressing steel cross-section. Are the tendons routed curved as planned, such. B. at [17], so the clamping force losses due to the friction forces at the deflection increase significantly. The economic benefits of factory-made production are thereby largely consumed. The Further development of the transport and assembly aids now also allows the transport of larger elements, so that today the majority of concrete trusses are prefabricated in one piece [19].

Concrete truss constructions are characterized by good fire protection and durability properties. The costs of building maintenance are in most cases lower than with steel or timber trusses.

US 3,367,074 discloses a truss structure according to the preamble of claim 1.

High-strength (HFB) or ultra-high-strength concretes (UHFB) have higher compressive strength and lower density / strength ratios compared to normal-strength concretes. Furthermore, high-strength and ultra-high-strength concretes have a very dense and homogeneous structure with outstanding durability properties, which have a positive effect on the sustainability of the construction [20].

The characteristics of high-strength and ultra-high-strength concretes can best be exploited with truss structures. The aforementioned disadvantages of truss structures made of concrete can be avoided by the claims of this patent.

Task is to invent a truss structure made of concrete which a) allows easy adaptation to any design geometry, b) can be prefabricated cost-optimized and quality assured in the factory and c) to transport and assemble efficiently.

The object is achieved by a modular truss structure with the features of claim 1.

The truss structure according to the invention is modular. It consists of the truss rods, the node or coupling elements and the tension elements. Reinforcement elements also belong to the modular system.

As truss rods, upper and lower straps as well as posts and diagonals are used. They have recesses through which pulling elements can be passed. In addition, tension elements can be anchored in the upper and lower belt. Within the entire construction or larger construction sections, the top and bottom chords as well as the posts and diagonals each have identical cross-sectional dimensions (same part principle). These are typed for specific span widths.

With the node elements, the straps or posts and diagonals are interconnected. At the same time a simple adaptation of the construction to any geometric boundary conditions is achieved with the help of the node elements. For this purpose, the side surfaces of the node elements are arbitrarily inclined in order to connect rods of different angles of inclination to the node can. The node elements have recesses for the passage of clamping elements and also offer the possibility to anchor clamping elements. Because the nodes are no longer monolithically connected to the truss rods, as is usually the case with concrete trusses, the design of the junctions is significantly simplified.

The coupling elements are used to connect support or stiffening systems that are perpendicular to the plane of the main support structure. As a result, flat half-timbered slices can be combined to form spatial support structures with the aid of the coupling elements. The coupling elements have recesses for the passage of tension elements and offer the possibility to anchor tension elements.

Reinforcement elements are present in the modular system in the form of purlin-type straps, which serve to stiffen pressure-stressed straps.

The truss rods, the node or coupling elements and the stiffening elements are made of concrete. As a result, any component geometries can be produced inexpensively. To increase the load capacity and reduce the structural intrinsic load, high-strength or ultra-high-strength concretes can be used. The concretes fibers of steel, plastic or other types of materials may be added to improve the material strength and fire resistance targeted. Self-compacting properties of the concrete are particularly advantageous in fiber-reinforced concretes, since the components can thereby be produced with a quality standard which can be reproduced at any time. To reduce the intrinsic weight, the use of lightweight concrete is also conceivable.

The fire resistance of the node and coupling elements can also be increased by design measures, for example by a planking with non-combustible material. The planking of non-combustible material may possibly be integrated into the formwork.

In the truss rods, stiffening elements and node or coupling elements, a reinforcement made of reinforcing steel can be arranged to increase the load capacity. In addition, tendons with immediate bond can be provided in the truss rods and stiffening elements.

With the help of rod or rope-like tension elements the truss rods are connected to the node or coupling elements. The tension members have at their ends devices to anchor or bias the elements. The tension elements can be prestressed with a precisely defined force.

As tension elements, for example, threaded rods made of steel or strands of prestressing steel can be used. Alternatively, tension members made of carbon fibers or other suitable materials can be used.

The truss rods and stiffening elements are manufactured in a production plant in cost-optimized and quality-assured mass production. Easy-to-cut, straight saw cuts cut the truss rods and stiffeners to the length needed for the particular construction. Costly adaptation work on the formwork construction thereby eliminated. The potential of factory fabrication is much more efficient than traditional prefabrication of reinforced concrete structures.

The standardized truss rods, stiffening and tension elements are kept in stock. Only the node or coupling elements must be produced separately for each application. As a result, a short-term production of the overall construction is possible.

The truss structure according to the invention can be mounted in the factory or on site. With smaller construction dimensions and favorable boundary conditions for transport, the construction is advantageously completely assembled in the factory, as this reduces the assembly work on the construction site. As a result, very short construction times can be realized with low weather dependence. For larger construction dimensions or difficult transport conditions, the construction is expediently brought to the construction site in pre-assembled sub-segments. The optimal segmentation can be determined individually in consideration of the transport problem and the installation effort. In extreme cases, z. B. for transport over very long distances, the construction can also be completely disassembled into pieces transported to the site. Because the individual components of the truss due to their simple geometry and high robustness can be loaded well, are advantageous to use special stacking boxes or containers that can be transported by truck, train or ship. The truss structure according to the invention thus allows a high flexibility in terms of transport and the Montagation, the conventional constructions of concrete is not given.

The assembly of the modular truss construction takes place by simple screw mounting or by clamping the truss rods together. For this purpose, the node or coupling elements and the tension elements are used. The tension elements are passed through the diagonals and posts and attached to the straps or node and coupling elements. By biasing the tension elements, the items of truss structure are positively connected to each other. Alternatively, the truss rods can be joined together with the node or coupling elements by suitable adhesive connections. Likewise, the connection can be combined with tension elements with the adhesive connection. By these mounting methods, a low weather dependence and susceptibility to errors are given.

For the production of timber structures of larger span, it is necessary to push the straps, as they can be made only in a limited length. The belt impact is formed as a simple contact shock. So that tensile forces can also be transmitted in the contact joint, the joint is prestressed by the tension elements arranged in the longitudinal direction of the belts. Shear forces can be transmitted by the frictional forces activated in the joint or by thorns. Alternatively or additionally, adhesive connections are possible.

Factory pre-assembled segments can be joined together at the job site by a butt joint between the upper and lower chords. The contact joint is biased by means of tension elements which extend in the longitudinal direction through the segments to be abutted. The tension elements will be anchored at their ends in the straps. As a result, tensile forces can be transmitted in the contact joint. The transmission of shear forces takes place by frictional forces in the contact joint or by sleeves or mandrels made of steel, which are embedded in the straps through holes in the Gurtstirnflächen. Alternatively or additionally, adhesive connections are possible.

If a secondary support system or a stiffening system is to be connected to the truss structure, the installation is in principle carried out as in the regular truss construction. In addition, the coupling element is switched on, which is arranged below or above the node element. To the coupling element then the secondary support system or the stiffening system is connected by means of a contact shock. The contact joint can be prestressed for the transmission of tensile and shear forces. Alternatively or additionally, adhesive connections are possible.

The connection of a stiffening system is also possible with the aid of a simple steel hanger, which connects the stiffening element to the main support system.

With the modular truss construction also carrier grate systems can be realized. For this purpose, the colliding at the intersection point straps of the individual truss discs are connected by coupling elements. The connection is made with a butt joint via contact. The contact joint is prestressed by tension elements. The tension elements extend in the longitudinal direction of the straps, are passed through the coupling element and anchored at their ends in the straps. A penetration of the tension elements at the crossing point is avoided by an offset in the vertical and horizontal directions arrangement of the tension elements. The diagonals and the posts meeting at the point of intersection are identified by means of the node element and the Tension elements connected to each other. Diagonals that only receive compressive forces can initiate them directly via contact in the node element. To secure the position of the printed diagonals are fixed with a thorn on the node element.

Advantageously, the straps, posts, diagonals, node elements and / or coupling elements are made of high strength or ultra-high strength concrete. The components of the framework are thus particularly stable to produce, without the need for special reinforcements.

If the contact impacts are produced by tailor-made formwork and / or by grinding the contact surfaces, the forces occurring are optimally transmitted. Gaps between the individual components can thus be substantially avoided.

For an elevation of the truss structure, the contact surfaces in the contact joints are made to fit. Deviations from right angles are created by appropriate processing of the contact surfaces on the various components.

The proof of the stability of the construction is advantageously carried out in the form of a type statics.

Fig. 1

eine Übersicht der Einzelteile des modularen Fachwerks in perspektivischer Darstellung,

Fig. 2

mögliche Varianten der Ausbildung der Ausfachung in perspektivischer Darstellung,

Fig. 3

eine Fachwerkkonstruktion mit geneigtem Obergurt in perspektivischer Darstellung,

Fig. 4

den Montagevorgang einer regulären Fachwerkscheibe in Explosionsdarstellung,

Fig. 5

die Ausbildung eines Gurtstoßes in Explosionsdarstellung,

Fig. 6

die Ausbildung eines Segmentstoßes in Explosionsdarstellung,

Fig. 7

die Ausbildung des Anschlusses eines Nebentragsystems an das Haupttragsystem in Explosionsdarstellung,

Fig. 8

die Ausbildung des Anschlusses eines Aussteifungssystems an das Haupttragsystem mit Hilfe eines Kopplungselements in Explosionsdarstellung,

Fig. 9

die Ausbildung des Anschlusses eines Aussteifungssystems an das Haupttragsystem mit Hilfe einer Einhängekonstruktion in Explosionsdarstellung,

Fig. 10

den Kreuzungspunkt eines Trägerrostsystems in Explosionsdarstellung

Fig. 11

ein Knotenelement mit Bewehrung in Schnittdarstellung und

Fig. 12

eine Detaildarstellung einer Knotenstelle.

Further advantages and details of the invention will be explained by way of example with reference to the following embodiments. It shows:

Fig. 1

an overview of the individual parts of the modular framework in perspective view,

Fig. 2

possible variants of the formation of the infill in a perspective view,

Fig. 3

a truss structure with inclined upper flange in perspective view,

Fig. 4

the assembly process of a regular half-timbered pane in an exploded view,

Fig. 5

the formation of a belt impact in an exploded view,

Fig. 6

the formation of a segment impact in an exploded view,

Fig. 7

the formation of the connection of a secondary support system to the main support system in exploded view,

Fig. 8

the formation of the connection of a stiffening system to the main support system by means of a coupling element in exploded view,

Fig. 9

the formation of the connection of a stiffening system to the main support system by means of a suspension construction in exploded view,

Fig. 10

the intersection of a support grid system in exploded view

Fig. 11

a node element with reinforcement in sectional view and

Fig. 12

a detailed representation of a node.

Fig. 1 shows a perspective view of the elements of the modular framework. Shown in detail are the straps 1, the diagonal or post 2, the stiffening element 3, the node elements 4, the coupling elements 5, the tension elements 6, the suspension structure 7 and various Small parts made of steel 8, z. As screws, nuts, washers, spikes and sleeves that are needed to assemble the truss.

The straps 1 can be formed as a rectangular cross section 1.1 or to increase the buckling safety, as a T-shaped cross section 1.2. The straps have in the longitudinal direction at least one cladding tube through which one or more tension elements 6 can be passed. If there are several cladding tubes, these are arranged offset in cross section in the vertical and horizontal directions. In the transverse direction recesses are also present in the straps, can be passed through the tension elements 6. These are advantageously realized by drilling, but it can also be used cladding tubes. In the straps 1 tendons can be arranged with immediate composite. The straps have at their top and bottom grooves, which are used as a recess for anchoring the tension elements 6 and for guiding the node elements 3. Since straps 1 are not interrupted by the node elements 4, the number of individual construction elements is reduced. Furthermore, the straps 1 can be produced efficiently in longer lengths. The assembly of the truss structure is less error-prone and faster to perform.

The diagonal 2 or post 2 have a rectangular cross-section. The cross section of the diagonal 2 and 2 posts is advantageously carried out identically, since this can reduce the manufacturing cost. In the longitudinal direction can be provided in the diagonal 2 and post 2 at least one cladding tube for performing one or more tension elements 6.

The stiffening elements 3 have a rectangular cross-section. Alternatively, the belt 1.1 can be used as a stiffening element. For attachment of thorns 8 or the suspension structure 7 3 recesses in the form of holes or sheaths are present in the stiffening elements.

The node elements 4 can be formed so that all rods to be connected lie in one plane. Examples of this are the node elements 4.1 and 4.2. With the help of another node element 4.3 also generally oriented in space rods can be connected to the node. The side surfaces of the node elements 4 can be inclined as desired. As a result, the straps 1 and diagonals 2 can be connected to the node elements 4 with freely selectable rod inclination angles. With the help of the node elements 4 compressive forces, tensile forces and shear forces between the connected truss elements can be transmitted. The transmission of compressive forces takes place directly via contact in the butt joint. Tensile forces are mainly transmitted via the reduction of surface pressures in the contact joint, which is biased by means of the tension elements 6. Shearing forces are transmitted by means of the frictional forces activated by the prestressed tension elements 6 in the contact joint. The load capacity of the contact joint can be with profiling or mechanical processing, for. B. by shot peening. Alternatively, or in addition to the bias of the contact joint with the tension elements 6 adhesive bonds can be used. The node elements 4 have at least one recess for the passage of one or more tension elements 6, or at least one anchoring possibility for one or more tension elements 6. The recesses can be realized by cladding tubes or holes. The anchoring of tension elements 6 can directly on a side surface of the node element 4 via contact or with the node element 4 concreted anchor bodies, for. B. of threaded sleeves.

The coupling elements 5 are used for connection of support or stiffening systems. With the coupling element 5.1 secondary support systems can be connected. The coupling element 5.2 allows the connection of stiffening systems. The coupling element 5.3 allows the production of carrier grid systems. With the coupling elements 5 can pressure, tensile and shear forces between the connected elements be transmitted. The transmission of compressive forces takes place directly via contact in the butt joint. Tensile forces are mainly transmitted via the reduction of surface pressures in the contact joint, which is biased by means of the tension elements 6. Shearing forces are transmitted by means of the frictional forces activated by the prestressed tension elements 6 in the contact joint. The load capacity of the contact joint can be with profiling or mechanical processing, for. B. by shot peening. Alternatively, or in addition to the bias of the contact joint with the tension elements 6 adhesive bonds can be used. The coupling elements 5 have at least one recess for the passage of one or more tension elements 6 or at least one anchoring possibility for one or more tension elements 6. The recesses can be realized by cladding tubes or holes. The anchoring of tension elements 6 can directly on a side surface of the coupling element 5 via contact or with cast in the coupling element 5 anchor bodies, z. B. threaded sleeves done. In the coupling elements 5 recesses can be produced by holes or ducts, z. B. thorns can be anchored in the coupling elements 5.

The tension elements 6.1 are used to bias the straps 1 in the longitudinal direction. As tension elements 6.1 strands of prestressing steel are used. The strands can be pre-stressed with the help of presses with a certain force. The anchoring of the strands in the straps 1 can be realized for example by wedges. To connect the straps 1, 2 diagonal and 2 posts with the node elements 4 and coupling elements 5, the tension element 6.2 is used. As a tension element 6.2 threaded rods are used. The threaded rods can be achieved by special methods, eg. B. the angular momentum method, bias with a definable force. The threaded rods can be anchored by means of washers and nuts via contact on the side surfaces of the straps 1 and the node elements 4 or coupling elements 5. The threaded rods can also be used in anchor bodies, z. B. threaded sleeves, are attached, the are embedded in the node elements 4 and coupling elements 5. Since the tension elements 6 are guided in a straight line as planned, no or very little frictional forces occur. As a result, the tension elements can be dimensioned very economically. By using threaded rods as tension element 6.2 short components, here the diagonal 2 and 2 posts, can be very effectively biased because the biasing force is not affected by losses in the anchoring of the tendons, z. B. by wedge slip is reduced.

Alternatively, as tension elements 6, other suitable design, for. As clamping elements made of carbon fibers or prestressing steels with rolled thread used.

The suspension construction 7 consists of the partial element 7.1, which is fastened on the belt 1.1 and the partial element 7.2, which is connected to the stiffening element 3. The suspension construction 7 is made of steel.

To assemble the modular truss additionally various small parts 8 made of steel, z. As screws, nuts, washers, thorns, sleeves and dowels needed.

In Fig. 2 Possible embodiments of the infill of the truss structure are shown. Shown are a stand truss, a strut truss and a strut truss with posts. The trusses used, ie the straps 1.1, diagonal 2 and post 2 are identical in all Ausfachungsarten. The change in the geometry of the truss binder is realized solely by the node element 4.1. The height of the truss, the inclination of the diagonal 2 and the distance of the posts 2 can also be easily varied. For this purpose, only the side surfaces of the node element 4.1 to tilt at a different angle and adjust the lengths of the diagonal 2 and 2 posts.

The Fig. 3 shows that the application of the modular truss structure according to the invention is not limited to parallel Gurtige trusses. It can, for example, trusses with inclined belt, z. As Pultdachbinder be prepared. The straps 1.1, diagonal 2 and post 2 are identical to the version with parallel belt trusses. The inclination of the upper flange 1.1 is achieved by the inclination of the side surface of the node element 4.1, which adjoins the upper flange 1.1. Again, the adaptation of the geometry of the framework is carried out only by the node element 4.1.

In Fig. 4 the assembly of a flat truss plate is exemplified. First, the node elements 4.1 are connected to diagonal 2. For this purpose, the tension element 6.1 is passed through the recess in the diagonal 2 and fixed in the upper and lower node element 4.1. Subsequently, the tension element 6.1 is preloaded with the force determined in the static calculation. The application of the bias voltage can be done at the top or bottom node element 4.1. The node elements 4.1 and the diagonal 2 are now positively connected to each other. Thereafter, the post 2 is arranged between the node elements 4.1 and the straps 1.1 placed on the node elements 4.1. Finally, another tension element 6.1 is passed through the post 2 and the node elements 4.1 and fastened on the straps 1.1. Now the tension member 6.1 is biased with the required force and thereby the straps 1.1 connected to the node elements 4.1 and the post 2. Alternatively or additionally, adhesive connections between the node element 4.1 and the adjacent truss rods are possible. Alternative to

The execution of a belt impact is in Fig. 5 shown by the example of the belt 1.2. The shock is conveniently placed in the middle between two truss nodes. Upper and lower belt should be pushed by a field length offset. The shock is formed as a butt joint. So that tensile forces can be transmitted in the contact joint between the straps 1.2, the joint is biased by the running in the longitudinal direction of the straps 1.2 tension elements 6.2. The tension elements 6.2 run over the butt joint without impact. To a limited extent, thrust forces may be transmitted through the friction forces activated in the contact joint. To increase the shear capacity of the contact joint thorns 8 or sleeves 8 made of steel can be used, which are embedded in the straps through holes in the Gurtstirnflächen.
To increase the load capacity of the contact joint, it can be profiled, machined and / or glued with suitable adhesives.

One possibility for coupling completely pre-assembled truss segments is in Fig. 6 displayed. For this purpose, the node element 4.1 is replaced by the node element 4.2 in the edge region. The straps 1.1 and 1.2 project something over the node element 4.2. As a result, the pre-assembled segments are connected to each other only by contact between the belts 1.1 and 1.2. By extending in Gurtlängsrichtung tension elements 6.2, the pre-assembled segments are clamped together. For the transmission of shear forces thorns 8 are used, which are embedded in the end faces of the straps 1.1 and 1.2 through holes. To increase the load capacity of the contact joint, it can be profiled, machined and / or glued with suitable adhesives.

The Fig. 7 shows a possible embodiment of the connection of a secondary support system to the main support system. In the example shown, the secondary support system also consists of a modular framework. The framework of the secondary support system has a slightly overhanging upper flange in the end field, with which the secondary support system is supported on the main support system. The coupling element 5.1 is integrated as an additional element in the main support system at the nodes to which the secondary support system is to be connected. The coupling element 5.1 is connected to the post 2, the node elements 4.1 and the straps 1.1 by means of the tension element 6.1. On the coupling element 5.1 is the secondary support system superimposed. To secure the position of the secondary support system z. B. a screw or a bolt passed through the upper flange of the secondary support system and anchored in the coupling element 5.1.

Fig. 8 shows a way to connect a stiffening system by means of the coupling element 5.2 to the main support system. The coupling element 5.2 is arranged at the nodes at which the stiffening system is to be connected to the main support system. For this purpose, the upper flange 1.1 is interrupted above the node element 4.1 in order to be able to use the coupling element 5.2. The coupling element 5.2 is connected to the node elements 4.1, the post 2 and the lower flange 1.1 by means of the tension element 6.1. Thereafter, the upper flange 1.1 is clamped by means of the tension elements 6.2 with the coupling element 5.2. The stiffening element 3 is connected to the coupling element 5.2 by means of a contact shock. The contact joint is biased by means of screws 8 and thorns 8, which are anchored in the coupling element 5.2 and stiffening element 3. As a result, tensile and shear forces are transferable in the contact joint.

A stiffening system can also, as in Fig. 9 shown to be connected to the main support system by means of a steel hanger structure 7. The suspension element 7.1 is attached to the main support system on the belt 1.1 by means of the tension element 6.1. The element 7.1 has on one or two sides a Konsolartigen support point. The suspension element 7.2 is, for. B. with screws 8 and expansion dowels 8, connected to the stiffening element 3. At the element 7.2, the counterpart to Konsolartigen support point of the element 7.1 is present. When attaching the stiffening support 3, the console-like support point on the element 7.1 and the counterpart on the element 7.2 engage in one another and form a frictional connection between the coupling element 5.2 and the stiffening element 3.

The Fig. 10 shows an example of how with the help of the node element 4.3 and the coupling element 5.3, a support grid system can be made of flat trussed slices. For this purpose, the node element 4.3 and the coupling element 5.3 are integrated into the truss structure at the intersection. The node element 4.3 and the coupling element 5.3 are installed in the assembly of oriented in the direction of 1 truss pulley in the system. For this purpose, the diagonals 2 of oriented in the direction of 1 truss pulley by means of the tension element 6.1 with the node element 4.1 and 4.3 are connected. The connection of the node element 4.3 and the coupling element 5.3 with the post 2 or the node element 4.1 is carried out with a further tension element 6.1. The straps 1.1 are connected to each other by the coupling elements 5.3 and extending in the longitudinal direction of the straps tension elements 6.2. The oriented in the direction of 2 trusses are mounted in the system pre-assembled. Therefore, no posts 2 and no node elements 4.1 are present in these truss discs in the edge region. The diagonals 2 of oriented in the direction 2 truss wheels are connected with thorns 8 with the node element 4.3. The connection of the straps 1.1 oriented in the direction of 2 trusses takes place with the coupling element 5.3 and the tension elements 6.2.

FIG. 11 shows a cross section through a node element 4.1 made of concrete. In the node element two reinforcing bars 10.1 and 10.2 are embedded in concrete. Reinforcing bar 10.1 extends in the plane of the drawing U-shaped. It may additionally be bent in a U-shape in plan view. In addition, the additional reinforcement iron 10.2 is arranged in the node element 4.1. It may also be U-shaped in plan view. In the node element recesses in the form of two holes and a cavity are arranged. In the cavity, the tension elements 6 protrude through the holes in the cavity. In the cavity is enough space to accommodate nuts for tensioning the tension elements and continuous tension elements.

In FIG. 12 a detail of a node is shown. Through recesses in the post 2 and the diagonal 2 run tension elements 6.1. The arranged in the diagonal 2 tension element 6.1 is mounted in the cavity of the node element 4.1 with a nut 11 and stretched. The tension element 6.1 running through the post 2 projects through the cavity of the node element 4.1 as well as a recess in the belt 1.1. It is also tense with a nut 11. Belt 1.1 and post 2 are not perpendicular to each other here. It is hereby represented an elevation of the truss bearer. The posts 2 and 2 diagonals are each tailored at right angles to their faces. The angle compensation takes place in this embodiment by means of the node element 4.1. In an alternative embodiment, a standardized node element 4.1 could be used. The angle compensation then takes place by means of a non-rectangular section of the post 2 and / or diagonal 2. Of course, both elements can be adapted to each other.

The contact surfaces between post 2 and diagonal 2 and the belt 1.1 with the node element 4.1 can be done by means of a dimensionally accurate casting of the node element 4.1. Alternatively or additionally, it is possible to grind the contact surface. As a result, a very accurately finished contact surface is obtained, which achieves very good connection properties and thus strength of the framework.

The present invention is not limited to the illustrated embodiments.

literature

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Claims (19)

1. A modular framework construction made of concrete, having the following separate modular elements: flanges (1), posts (2), and/or diagonals (2) and joint elements (4), tension elements (6), and optionally coupling elements (5),

   - the flanges (1) and the posts (2) and/or the diagonals (2) being made of concrete,

   - cutouts being present in the flanges (1), posts (2), and/or diagonals (2) and the joint elements (4),

   - the tension elements (6) being fed through the cutouts,

   - the joint elements (4) being disposed between the flanges (1) and the posts (2) and/or diagonals (2), and

   - the flanges (1) being braced together by means of the tension elements (6), interpositioning the joint elements (4) and the posts (2) and/or diagonals (2),
   characterized in that
   the joint elements (4) are disposed above or below the flanges (1), and the flanges (1) thereby extend through the joint elements (4) without interruption, so that there is no monolithic joint connection.
2. The framework construction according to the preceding claim, characterized in that the flanges (1), posts (2), and/or diagonals (2) are connected to the joint elements (4) by a contact butt joint.
3. The framework construction according to at least one of the preceding claims, characterized in that the contact seams between the flanges (1), posts (2), and/or diagonals (2) and the joint elements (4) and/or the coupling elements (5) are pretensioned and/or implemented using suitable adhesive connections for transmitting tensile and shear forces.
4. The framework construction according to at least one of the preceding claims, characterized in that the tension elements (6) are anchored in the joint elements (4) and/or the flanges (1) and/or coupling elements (5) for pretensioning the contact seams between the flanges (1) and the joint elements (4) and/or coupling elements (5).
5. The framework construction according to at least one of the preceding claims, characterized in that diagonals (2) and/or flanges (1) can be connected to the joint elements (4) at arbitrary member inclination angles by varying the angle of inclination of the side surfaces of the joint elements (4).
6. The framework construction according to at least one of the preceding claims, characterized in that tension elements are attached in the joint elements (4) and/or the coupling elements (5) by means of fixtures present thereon and/or by means of anchor bodies integrated in the joint elements (4) and/or coupling elements (5).
7. The framework construction according to at least one of the preceding claims, characterized in that coupling elements (5) are integrated in the framework construction.
8. The framework construction according to claim 7, characterized in that auxiliary support systems and/or stiffening elements (3) of stiffening systems are connected to the coupling elements (5) by means of a contact butt joint, and/or individual partial flange pieces (1) are connected together.
9. The framework construction according to at least one of the preceding claims, characterized in that girder grid systems are implemented by means of the coupling elements (5) via contact butt joints.
10. The framework construction according to at least one of the preceding claims, characterized in that plug connections are disposed for connecting the coupling elements (5) to the flanges (1), posts (2), and/or diagonals (2), the stiffening elements (3), and/or the joint elements (4).
11. The framework construction according to at least one of the preceding claims, characterized in that cutouts or cladding tubes are present in the coupling elements (5), so that tension elements (6) can be fed through the coupling element (5).
12. The framework construction according to at least one of the preceding claims, characterized in that a suspension construction (7) is integrated in the framework construction, serving for connecting the elements (3) of stiffening systems and/or for connecting auxiliary support systems.
13. The framework construction according to at least one of the preceding claims, characterized in that a clear separation is made between the flanges (1), posts (2) and/or diagonals (2), stiffening elements (3), joint elements (4), coupling elements (5), and tension elements (6), so that these items can be made of different types of materials, having different strengths and machining properties, according to the structural requirements.
14. The framework construction according to at least one of the preceding claims, characterized in that the flanges (1), posts (2), and/or diagonals (2) and/or the stiffening elements (3) are made of concrete, reinforced concrete, prestressed concrete, fiber-reinforced concrete, or a combination of the materials.
15. The framework construction according to at least one of the preceding claims, characterized in that the flanges (1), posts (2), and/or diagonals (2) and/or the stiffening elements (3) are made of tubes or hollow profiles filled with concrete.
16. The framework construction according to at least one of the preceding claims, characterized in that the joint elements (4) and/or coupling elements (5) are made of concrete, steel, fiber composite materials, or a combination of the materials and/or are reinforced.
17. The framework construction according to at least one of the preceding claims, characterized in that the flanges (1), posts (2), diagonals (2), joint elements (4), and/or coupling elements (5) are made of high performance or ultra high performance concrete.
18. The framework construction according to at least one of the preceding claims, characterized in that the contact butt joints are produced by precision-fit formwork and/or by grinding the contact surfaces.
19. The framework construction according to at least one of the preceding claims, characterized in that the contact surfaces in the contact butt joints are produced as a precision fit for canting the framework construction.

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