EP1930520A2 - Modular latticework structure made of concrete - Google Patents
Modular latticework structure made of concrete Download PDFInfo
- Publication number
- EP1930520A2 EP1930520A2 EP07122044A EP07122044A EP1930520A2 EP 1930520 A2 EP1930520 A2 EP 1930520A2 EP 07122044 A EP07122044 A EP 07122044A EP 07122044 A EP07122044 A EP 07122044A EP 1930520 A2 EP1930520 A2 EP 1930520A2
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- EP
- European Patent Office
- Prior art keywords
- elements
- truss structure
- node
- straps
- structure according
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
- E04C3/205—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members with apertured web, e.g. frameworks, trusses
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D6/00—Truss-type bridges
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
- E04C3/22—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members built-up by elements jointed in line
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
- E04C3/26—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members prestressed
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
- E01D2101/285—Composite prestressed concrete-metal
Definitions
- 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].
- 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.
- truss structures are also used for heavily loaded columns, for traffic sign bridges as well as for overhead line and antenna masts.
- 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].
- nodes 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].
- 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.
- 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.
- 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.
- 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.
- 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.
- 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 also has a negative effect on the production costs in the case of the constructions produced in the factory.
- 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.
- 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.
- 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 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) can be efficiently transported and assembled.
- 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.
- 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.
- 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.
- the straps or posts and diagonals are interconnected.
- 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.
- any component geometries can be produced inexpensively.
- 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.
- 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.
- stiffening elements and node or coupling elements a reinforcement made of reinforcing steel can be arranged to increase the load capacity.
- tendons with immediate bond can be provided in the truss rods and stiffening 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.
- tension elements for example, threaded rods made of steel or strands of prestressing steel can be used.
- 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.
- 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.
- 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.
- the tension elements By biasing the tension elements, the items of truss structure are positively connected to each other.
- the truss rods can be joined together with the node or coupling elements by suitable adhesive connections.
- the connection can be combined with tension elements with the adhesive connection.
- 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.
- 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 Gurtstirn Jerusalem. Alternatively or additionally, adhesive connections are possible.
- 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.
- the coupling element is switched on, which is arranged below or above the node element.
- 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.
- 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.
- 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.
- 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.
- 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.
- 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 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.
- 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.
- the belt 1.1 can be used as a stiffening element.
- 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.
- 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.
- 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.
- 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.
- the tension element 6.2 is used.
- 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.
- 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.
- tension elements 6 other suitable design, for.
- 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.
- 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 Ausfachungsart.
- 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.
- Fig. 4 the assembly of a flat truss plate is exemplified.
- the node elements 4.1 are connected to diagonal 2.
- 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.
- 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.
- the post 2 is arranged between the node elements 4.1 and the straps 1.1 placed on the node elements 4.1.
- another tension element 6.1 is passed through the post 2 and the node elements 4.1 and fastened on the straps 1.1.
- 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.
- adhesive connections between the node element 4.1 and the adjacent truss rods are possible.
- Fig. 5 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.
- thrust forces may be transmitted through the friction forces activated in the contact joint.
- thorns 8 or sleeves 8 made of steel can be used, which are embedded in the straps through holes in the Gurtstirn vom.
- To increase the load capacity of the contact joint it can be profiled, machined and / or glued with suitable adhesives.
- Fig. 6 One possibility for coupling completely pre-assembled truss segments is in Fig. 6 displayed.
- 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.
- the pre-assembled segments are connected to each other only by contact between the belts 1.1 and 1.2.
- the pre-assembled segments are clamped together.
- thorns 8 are used, which are embedded in the end faces of the straps 1.1 and 1.2 through holes.
- 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.
- 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.
- 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.
- 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.
- the counterpart to Konsolartigen support point of the element 7.1 is present.
- a support grid system can be made of flat trussed slices.
- 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.
- 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.
- 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.
- 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.
- the additional reinforcement iron 10.2 is arranged in the node element 4.1. It may also be U-shaped in plan view.
- 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.
- FIG. 12 a detail of a node is shown.
- tension elements 6.1 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.
- 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.
- 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.
- FIG. 2 to FIG. 12 illustrated embodiments are combined with each other.
- the in Fig. 1 shown elements are complemented or replaced by functionally equivalent, but modified in geometry elements.
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Abstract
Description
Die vorliegende Erfindung betrifft eine modulare Fachwerkkonstruktion aus Beton, bestehend aus Gurten, Pfosten und/oder Diagonalen sowie Knotenelementen und Zugelementen, insbesondere für ebene und räumliche Tragwerke im Hoch-, Industrie- und Brückenbau.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.
Fachwerkkonstruktionen bestehen im Allgemeinen aus stabförmigen Tragelementen, den Gurten und Füllstäben, die an den Fachwerkknoten miteinander verbunden werden. Dadurch wird ein Tragwerk gebildet, das die auftretenden Einwirkungen hauptsächlich durch Zug- und Druckkräfte überträgt und eine effiziente Ausnutzung des Materials ermöglicht. Deshalb eignen sich Fachwerke besonders gut, um große Spannweiten mit einem vergleichsweise geringen Konstruktionseigengewicht zu überbrücken.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.
Fachwerkkonstruktionen werden auf dem Gebiet des Bauwesens im Hoch-, Industrie- und Brückenbau eingesetzt. Typische Anwendungen im Hochbau sind ebene und räumliche Fachwerkbinder als Dachtragwerke für Mehrzweckhallen wie z. B. Sport- und Freizeitbauten, Ausstellungshallen oder Versammlungsräume [1], [2]. Im Industriebau werden Fachwerke als Dachbinder oder Rahmentragwerke im Hallenbau [2], [3] sowie als Kranbahnträger oder für Förderband- bzw. Rohrleitungsbrücken verwendet. Auch finden Fachwerke für weitgespannte Unterzüge in Geschossbauten und für Aussteifungsverbände Anwendung. Des Weiteren kommen Fachwerkkonstruktionen auch für hochbelastete Stützen, für Verkehrszeichenbrücken sowie für Freileitungs- und Antennenmasten zum Einsatz. Im Brückenbau werden Fachwerke als räumliche und ebene Fachwerkbinder im Großbrückenbau [4], [5], als auch für Geh- und Radwegbrücken [6], [7] eingesetzt.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].
Auf dem Gebiet des Bauwesens werden Fachwerkkonstruktionen hauptsächlich aus Stahl und Holz, selten aus Beton hergestellt.In the field of construction timber structures are mainly made of steel and wood, rarely concrete.
Mit Fachwerkkonstruktionen aus Baustahl, lassen sich auf Grund der hohen Materialfestigkeit, des günstigen Rohdichte-Festigkeits-Verhältnisses und der Möglichkeit, relativ dünnwandige Querschnitte herstellen zu können, die statisch-konstruktiven Vorteile von Fachwerkkonstruktionen effektiv umsetzen. Dabei sind Stützweiten von mehr als 100 m realisierbar [8].With truss structures made of structural steel, due to the high material strength, the favorable bulk density-strength ratio and the ability to produce relatively thin-walled cross-sections, the structural-structural advantages of truss structures can be effectively implemented. Spans of more than 100 m can be realized [8].
Die Ausbildung der Knotenpunkte erfolgt in der Regel durch Schraub- oder Schweißverbindungen [9], teilweise auch mit Hilfe vorgefertigter Gussknoten aus Stahl [5], [10]. Infolge von Massungenauigkeiten können bei der Verwendung von Gussknoten Probleme bei der Montage auftreten, die zu zeit- und kostenaufwendigen Nacharbeiten führen [11].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].
Ein System, das speziell bei räumlichen Fachwerken eine unkomplizierte Verbindung der Stäbe gestattet, ist das MERO®-Raumfachwerksystem [12]. Bei diesem System werden die Fachwerkstäbe mit Hilfe eines Knotenelements [13], das unterschiedliche Richtungen und Neigungen der Stäbe ermöglicht, durch einfache Schraubmontage miteinander verbunden.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.
Fachwerkkonstruktionen aus Stahl eignen sich zur Vorfertigung im Werk, da sie sich leicht in Segmente zerlegen lassen, die gut transportiert und auf der Baustelle montiert werden können. Allerdings sind bei Baustellenstößen oft Nacharbeiten am Korrosionsschutz der Konstruktion notwendig, die kostenintensiv sind und teilweise nicht die Qualität der werkseitig aufgebrachten Beschichtung erreichen.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.
Nachteilig bei Stahlfachwerken sind die im Vergleich zu Fachwerken aus Beton oder Holz höheren Materialkosten und der hohe Fertigungsaufwand für die zum Teil komplexen Knotenverbindungen.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.
Daneben sind bei Fachwerken aus Stahl oft zusätzliche Maßnahmen zur Gewährleistung des Brandschutzes, z. B. die Ummantelung der Konstruktion mit Spritzbeton bzw. kostenintensiven Schutzanstrichen erforderlich. Weiterhin beeinträchtigen die Aufwendungen zur Erhaltung des Korrosionsschutzes die wirtschaftliche Effizienz von Fachwerkkonstruktionen aus Stahl.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.
Fachwerkkonstruktionen aus Holz bzw. Brettschichtholz werden wirtschaftlich nur für kleinere Spannweiten bis etwa 30 m eingesetzt [14]. Die Knotenverbindungen bei Fachwerken aus Holz bzw. Brettschichtholz werden meistens mit Hilfe von Nagelblechen, eingepressten Nagelplatten, Stabdübel-Blechverbindungen oder spezieller Dübelverbindungen ausgeführt [15]. Analog zu Fachwerken aus Stahl werden Knotenverbindungen auch mit Hilfe des MERO®-Knotens hergestellt. Reine Nagelverbindungen, z. B. bei Nagelfachwerkbindern, kommen nur bei Konstruktionen mit geringen Stützweiten vor. Baustellenverbindungen sind bei Fachwerkkonstruktionen aus Holz- bzw. Brettschichtholz mit vertretbarem Aufwand herzustellen. So lassen sich die Fachwerkkonstruktionen in Segmente zerlegen, die im Werk vorgefertigt werden. Die Elemente können einfach zur Baustelle transportiert und dort montiert werden. Ähnlich wie bei Stahlfachwerken sind bei den Holz- und Brettschichtholzfachwerken des Ingenieurholzbaus die Herstellungskosten für die Knotenverbindungen hoch. Nachteilig bei Holz- bzw. Brettschichtholzfachwerken sind die, z. B. infolge des Feuchtigkeitsgehalts, stark schwankenden Materialkennwerte, die eine optimale Ausnutzung des Materials erschweren. Um den Brandschutz zu realisieren, müssen die Stahleinbauteile der Knotenverbindung vor Flammen geschützt werden und die Stabquerschnitte müssen ausreichende Abmessungen besitzen. Anderenfalls sind Brandschutzanstriche oder schützende Ummantelungen erforderlich. Während der Widerstand von Holz gegenüber chemischen Angriffen hoch ist, sind zum Schutz gegen Feuchte meistens zusätzliche Schutzanstriche bzw. konstruktive Maßnahmen notwendig.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.
Fachwerkkonstruktionen aus normalfesten Betonen haben den Nachteil, dass sie auf Grund des schlechten Rohdichte-Festigkeits-Verhältnisses des Materials deutlich schwerer als vergleichbare Konstruktionen aus Stahl oder Holz sind. Darüber hinaus müssen die Querschnitte aus schalungstechnischen Gründen und zum sachgemäßen Einbau der Bewehrung, Spannglieder und des Betons bestimmte Mindestabmessungen besitzen, die ebenfalls zur Erhöhung der Konstruktionseigenlast beitragen.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.
Die Knotenpunkte werden in der Regel monolithisch ausgebildet, wodurch sich im Knotenbereich komplizierte Bewehrungs- bzw. Spanngliedführungen ergeben, die sorgfältig geplant und ausgeführt werden müssen [16]. Zur Reduzierung von Spannungsspitzen müssen die Anschlüsse zwischen dem Knoten und den Stäben in der Regel ausgerundet werden. Dadurch erhöhen sich der Fertigungsaufwand und die Herstellungskosten.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.
Die Herstellung von Fachwerkkonstruktionen auf der Baustelle konnte sich auf Grund ausführungstechnischer Schwierigkeiten, wie der kostenintensiven Schalungskonstruktion, den zeitaufwendigen Bewehrungsarbeiten und den schwierigen Verhältnissen bei der Betonage auf dem Markt nicht durchsetzen [18]. Die Vorfertigung von Fachwerkkonstruktionen im Werk erlaubt eine kostensenkende Mehrfachverwendung der Schalung und vereinfacht die Betonagearbeiten. Die komplexe Bewehrungsführung im Bereich der Knotenpunkte wirkt sich jedoch auch bei den im Werk hergestellten Konstruktionen negativ auf die Herstellungskosten aus.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.
Durch die Zerlegung von Fachwerkkonstruktionen in einzelne Elemente [17] oder Fachwerkscheiben [18], können auch Fachwerkkonstruktionen für größere Spannweiten vorgefertigt werden. Der Zusammenbau mit Hilfe von Stahlbauverbindungen oder durch das Zusammenspannen mit Spanngliedern ist aber oft schwierig, kosten- und zeitintensiv. Besonders problematisch dabei sind die Spannkraftverluste infolge Reibung beim Vorspannen langer Spannglieder, die eine beträchtliche Vergrößerung des Spannstahlquerschnitts erfordern. Werden die Spannglieder planmäßig gekrümmt geführt, wie z. B. bei [17], so steigen die Spannkraftverluste infolge der Reibungskräfte an den Umlenkstellen erheblich an. Die wirtschaftlichen Vorteile der fabrikmäßigen Fertigung werden dadurch zu einem großen Teil aufgezehrt. Die Weiterentwicklung der Transport- und Montagehilfen ermöglicht heute auch den Transport größerer Elemente, so dass heute die Mehrzahl der Fachwerke aus Beton in einem Stück vorgefertigt werden [19].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].
Fachwerkkonstruktionen aus Beton zeichnen sich durch gute Brandschutz- und Dauerhaftigkeitseigenschaften aus. Die Kosten für die Bauwerksunterhaltung sind in den meisten Fällen geringer als bei Stahl- oder Holzfachwerken.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.
Hochfeste (HFB) bzw. ultrahochfeste Betone (UHFB) weisen im Vergleich zu normalfesten Betonen höhere Druckfestigkeiten und günstigere Rohdichte-Festigkeits-Verhältnisse auf. Weiterhin besitzen hochfeste und ultrahochfeste Betone ein sehr dichtes und homogenes Gefüge mit hervorragenden Dauerhaftigkeitseigenschaften, die sich positiv auf die Nachhaltigkeit der Konstruktion auswirken [20].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].
Die genannten Eigenschaften von hochfesten und ultrahochfesten Betonen lassen sich mit Fachwerkkonstruktionen am besten ausnutzen. Die zuvor genannten Nachteile von Fachwerkkonstruktionen aus Beton lassen sich durch die Ansprüche dieser Patentschrift vermeiden.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.
Aufgabe ist es, eine Fachwerkkonstruktion aus Beton zu erfinden die a) eine einfach Anpassung an beliebige Konstruktionsgeometrien erlaubt, b) kostenoptimiert und qualitätsgesichert im Werk vorgefertigt werden kann und c) rationell zu transportieren und zu montieren ist.The 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) can be efficiently transported and assembled.
Die Aufgabe wird durch eine modulare Fachwerkkonstruktion mit den Merkmalen des Patentanspruchs 1 gelöst.The object is achieved by a modular truss structure with the features of
Die erfindungsgemäße Fachwerkkonstruktion ist modular aufgebaut. Sie besteht aus den Fachwerkstäben, den Knoten- bzw. Koppelungselementen und den Zugelementen. Aussteifungselemente gehören ebenfalls zum modularen System.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.
Als Fachwerkstäbe kommen Ober- und Untergurte sowie Pfosten und Diagonalen zur Anwendung. Sie besitzen Aussparungen, durch die Zugelemente hindurchgeführt werden können. Darüber hinaus können im Ober- und Untergurt Zugelemente verankert werden. Innerhalb der gesamten Konstruktion oder größerer Konstruktionsabschnitte haben der Ober- und Untergurt sowie die Pfosten und Diagonalen jeweils identische Querschnittsabmessungen (Gleichteilprinzip). Diese sind für bestimmte Spannweitenbandbreiten typisiert.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.
Mit den Knotenelementen werden die Gurte bzw. Pfosten und Diagonalen untereinander verbunden. Gleichzeitig wird mit Hilfe der Knotenelemente eine einfache Anpassung der Konstruktion an beliebige geometrische Randbedingungen erreicht. Hierzu sind die Seitenflächen der Knotenelemente beliebig zu neigen, um Stäbe unterschiedlicher Neigungswinkel an den Knoten anschließen zu können. Die Knotenelemente besitzen Aussparungen zur Durchführung von Spannelementen und bieten weiterhin die Möglichkeit, Spannelemente zu verankern. Weil die Knoten nicht mehr, wie sonst bei Betonfachwerken üblich, monolithisch mit den Fachwerkstäben verbunden sind, vereinfacht sich die konstruktive Ausbildung der Knotenpunkte maßgeblich.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.
Die Kopplungselemente dienen zum Anschluss von Trag- oder Aussteifungssystemen, die senkrecht zur Ebene der Haupttragkonstruktion verlaufen. Dadurch können mit Hilfe der Kopplungselemente ebene Fachwerkscheiben zu räumlichen Tragstrukturen zusammengesetzt werden. Die Kopplungselemente haben Aussparungen zur Durchführung von Zugelementen und bieten die Möglichkeit, Zugelemente zu verankern.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.
Aussteifungselemente sind im modularen System in Form von pfettenartigen Trägern vorhanden, die zur Aussteifung druckbeanspruchter Gurte dienen.Reinforcement elements are present in the modular system in the form of purlin-type straps, which serve to stiffen pressure-stressed straps.
Die Fachwerkstäbe, die Knoten- bzw. Kopplungselemente sowie die Aussteifungselemente bestehen aus Beton. Dadurch können beliebige Bauteilgeometrien kostengünstig hergestellt werden. Zur Erhöhung der Tragfähigkeit und Reduzierung der Konstruktionseigenlast können hochfeste bzw. ultrahochfeste Betone eingesetzt werden. Den Betonen können Fasern aus Stahl, Kunststoff oder andersartigen Materialien zugegeben werden, um die Materialfestigkeit bzw. den Brandwiderstand gezielt zu verbessern. Insbesondere bei faserverstärkten Betonen sind selbstverdichtende Eigenschaften des Betons vorteilhaft, da die Bauteile dadurch mit einem jederzeit reproduzierbaren Qualitätsstandard hergestellt werden können. Zur Verringerung des Konstruktionseigengewichtes ist ebenfalls die Verwendung von Leichtbetonen denkbar.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.
Der Brandwiderstand der Knoten- und Kopplungselemente kann auch durch konstruktive Maßnahmen, z B. durch eine Beplankung mit nichtbrennbarem Material, erhöht werden. Die Beplankung aus nichtbrennbarem Material kann ggf. in die Schalung integriert werden.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 den Fachwerkstäben, Aussteifungselementen sowie Knoten- bzw. Kopplungselementen kann eine Bewehrung aus Betonstahl zur Tragfähigkeitssteigerung angeordnet werden. Darüber hinaus können in den Fachwerkstäben und Aussteifungselementen Spannglieder mit sofortigem Verbund vorgesehen werden.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.
Mit Hilfe von stab- bzw. seilartigen Zugelementen werden die Fachwerkstäbe mit den Knoten- bzw. Kopplungselementen verbunden. Die Zugelemente besitzen an ihren Enden Vorrichtungen, um die Elemente zu verankern bzw. vorzuspannen. Die Zugelemente können mit einer exakt definierten Kraft vorgespannt werden.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.
Als Zugelemente können beispielsweise Gewindestangen aus Stahl oder Litzen aus Spannstahl verwendet werden. Alternativ können auch Zugelemente aus Kohlefasern oder anderen geeigneten Materialien eingesetzt werden.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.
Die Fachwerkstäbe und Aussteifungselemente werden in einer Produktionsanlage in kostenoptimierter sowie qualitätsgesicherter Massenfertigung hergestellt. Durch einfach auszuführende, gerade Sägeschnitte werden die Fachwerkstäbe und Aussteifungselemente auf die für die jeweilige Konstruktion erforderliche Länge gebracht. Kostenintensive Anpassungsarbeiten an der Schalungskonstruktion entfallen dadurch. Das Potenzial der werksmäßigen Fertigung wird weit effizienter als bei der herkömmlichen Vorfertigung von Stahlbetonkonstruktionen genutzt.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.
Die typisierten Fachwerkstäbe, Aussteifungs- und Zugelemente werden als Lagerware vorgehalten. Nur die Knoten- bzw. Kopplungselemente müssen gesondert für den jeweiligen Anwendungsfall produziert werden. Dadurch ist eine kurzfristige Herstellung der Gesamtkonstruktion möglich.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.
Die erfindungsgemäße Fachwerkkonstruktion kann im Werk oder am Einsatzort montiert werden. Bei kleineren Konstruktionsabmessungen und günstigen Randbedingungen für den Transport wird die Konstruktion vorteilhaft komplett im Werk zusammengebaut, da sich so der Montageaufwand auf der Baustelle reduziert. Dadurch sind sehr kurze Bauzeiten bei geringer Witterungsabhängigkeit realisierbar. Bei größeren Konstruktionsabmessungen oder schwierigen Transportbedingungen wird die Konstruktion zweckmäßig in vormontierten Teilsegmenten zur Baustelle gebracht. Die optimale Segmentierung kann in Abwägung der Transportproblematik und des Montageaufwands individuell festgelegt werden. Im Extremfall, z. B. für den Transport über sehr weite Entfernungen, kann die Konstruktion auch komplett in Einzelteile zerlegt zur Baustelle transportiert werden. Da sich die einzelnen Bauteile des Fachwerks auf Grund ihrer einfachen Geometrie und hohen Robustheit gut verladen lassen, sind hierfür vorteilhaft spezielle Stapelboxen oder Container zu verwenden, die per LKW, Bahn oder Schiff transportiert werden können. Die erfindungsgemäße Fachwerkkonstruktion ermöglicht somit eine hohe Flexibilität hinsichtlich des Transports und der Monatage, die herkömmlichen Konstruktionen aus Beton so nicht gegeben ist.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.
Die Montage der modularen Fachwerkkonstruktion erfolgt durch einfache Schraubmontage bzw. durch Zusammenspannen der Fachwerkstäbe. Hierfür werden die Knoten- bzw. Kopplungselemente und die Zugelemente verwendet. Die Zugelemente werden durch die Diagonalen und Pfosten hindurchgeführt und an den Gurten bzw. Knoten- und Kopplungselementen befestigt. Durch das Vorspannen der Zugelemente werden die Einzelteile der Fachwerkkonstruktion kraftschlüssig miteinander verbunden. Alternativ können die Fachwerkstäbe mit den Knoten- bzw. Kopplungselementen auch durch geeignete Klebeverbindungen zusammengefügt werden. Ebenso kann die Verbindung mit Zugelementen mit der Klebeverbindung kombiniert werden. Durch diese Montagemethoden sind eine geringe Witterungsabhängigkeit und Fehleranfälligkeit gegeben.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.
Zur Herstellung von Fachwerkkonstruktionen größerer Spannweite ist es erforderlich, die Gurte zu stoßen, da diese nur in einer begrenzten Länge gefertigt werden können. Der Gurtstoß wird als einfacher Kontaktstoß ausgebildet. Damit in der Kontaktfuge auch Zugkräfte übertragen werden können, wird die Fuge durch die in Längsrichtung der Gurte angeordneten Zugelemente vorgespannt. Schubkräfte können durch die in der Fuge aktivierten Reibungskräfte bzw. durch Dornen übertragen werden. Alternativ bzw. ergänzend sind Klebeverbindungen möglich.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.
Im Werk vormontierte Segmente können am Einsatzort durch einen Stumpfstoß zwischen den Ober- und Untergurten miteinander verbunden werden. Die Kontaktfuge wird mit Hilfe von Zugelementen vorgespannt, die in Längsrichtung durch die zu stoßenden Segmente verlaufen. Die Zugelemente werden an ihren Enden in den Gurten verankert. Dadurch können auch Zugkräfte in der Kontaktfuge übertragen werden. Die Übertragung von Schubkräften erfolgt durch Reibungskräfte in der Kontaktfuge bzw. durch Hülsen oder Dornen aus Stahl, die in die Gurte durch Bohrungen in den Gurtstirnflächen eingelassen werden. Alternativ bzw. ergänzend sind Klebeverbindungen möglich.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.
Soll an der Fachwerkkonstruktion ein Nebentragsystem oder ein Aussteifungssystem angeschlossen werden, so erfolgt die Montage prinzipiell wie bei der regulären Fachwerkkonstruktion. Zusätzlich wird das Kopplungselement eingeschaltet, das unterhalb oder oberhalb des Knotenelements angeordnet wird. An das Koppelungselement wird dann das sekundäre Tragsystem oder das Aussteifungssystem mit Hilfe eines Kontaktstoßes angeschlossen. Die Kontaktfuge kann zur Übertragung von Zug- und Schubkräften vorgespannt werden. Alternativ bzw. ergänzend sind Klebeverbindungen möglich.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.
Der Anschluss eines Aussteifungssystems ist auch mit Hilfe einer einfachen Einhängekonstruktion aus Stahl möglich, mit der das Aussteifungselement am Haupttragsystem angeschlossen wird.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.
Mit der modularen Fachwerkkonstruktion können auch Trägerrostsysteme realisiert werden. Hierzu werden die am Kreuzungspunkt zusammenstoßenden Gurte der einzelnen Fachwerkscheiben durch Kopplungselemente miteinander verbunden. Die Verbindung erfolgt mit einem Stumpfstoß über Kontakt. Die Kontaktfuge wird durch Zugelemente vorgespannt. Die Zugelemente verlaufen in Längsrichtung der Gurte, werden durch das Kopplungselement hindurchgeführt und an ihren Enden in den Gurten verankert. Eine Durchdringung der Zugelemente am Kreuzungspunkt wird durch eine in vertikaler und horizontaler Richtung versetzte Anordnung der Zugelemente vermieden. Die im Kreuzungspunkt zusammentreffenden Diagonalen und der Pfosten werden mit Hilfe des Knotenelements und der Zugelemente miteinander verbunden. Diagonalen, die ausschließlich Druckkräfte erhalten, können diese direkt über Kontakt in das Knotenelement einleiten. Zur Lagesicherung werden die Druckdiagonalen mit einem Dorn am Knotenelement fixiert.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.
Vorteilhafterweise sind die Gurte, Pfosten, Diagonalen, Knotenelemente und/oder Kopplungselemente aus hochfestem oder ultrahochfestem Beton hergestellt. Die Bauteile des Fachwerkes sind damit besonders stabil herstellbar, ohne dass es besonderer Verstärkungen bedarf.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.
Sind die Kontaktstöße durch passgenaue Schalung und/oder durch Schleifen der Kontaktflächen hergestellt, so werden die auftretenden Kräfte optimal übertragen. Spalte zwischen den einzelnen Bauteilen lassen sich damit im Wesentlichen vermeiden..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.
Für eine Überhöhung der Fachwerkkonstruktion sind die Kontaktflächen in den Kontaktstößen passgenau hergestellt. Abweichungen von rechten Winkeln werden durch entsprechende Bearbeitungen der Kontaktflächen an den verschiedenen Bauteilen geschaffen.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.
Der Nachweis der Standsicherheit der Konstruktion erfolgt vorteilhaft in Form einer Typenstatik.The proof of the stability of the construction is advantageously carried out in the form of a type statics.
Weitere Vorteile und Einzelheiten der Erfindung werden an Hand der nachfolgenden Ausführungsvarianten beispielhaft erläutert. Es zeigt:
- 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.
- 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.
Die Gurte 1 können als Rechteckquerschnitt 1.1 oder zur Erhöhung der Knicksicherheit, als T-förmiger Querschnitt 1.2 ausgebildet werden. Die Gurte besitzen in Längsrichtung mindestens ein Hüllrohr, durch das ein oder mehrere Zugelemente 6 hindurchgeführt werden können. Sind mehrere Hüllrohre vorhanden, so werden diese im Querschnitt in vertikaler und horizontaler Richtung versetzt angeordnet. In Querrichtung sind ebenfalls Aussparungen in den Gurten vorhanden, durch die Zugelemente 6 hindurchgeführt werden können. Diese werden vorteilhaft durch Bohrungen realisiert, es können aber auch Hüllrohre verwendet werden. In den Gurten 1 können Spannglieder mit sofortigem Verbund angeordnet werden. Die Gurte besitzen an ihrer Ober- bzw. Unterseite Nuten, die als Aussparung zur Verankerung der Zugelemente 6 bzw. zur Führung der Knotenelemente 3 verwendet werden. Da Gurte 1 nicht durch die Knotenelemente 4 unterbrochen werden, wird die Anzahl der einzelnen Konstruktionselemente reduziert. Weiterhin können die Gurte 1 in größeren Längen rationell hergestellt werden. Die Montage der Fachwerkkonstruktion ist weniger fehleranfällig und schneller durchzuführen.The
Die Diagonalen 2 bzw. Pfosten 2 besitzen einen rechteckförmigen Querschnitt. Der Querschnitt der Diagonalen 2 und Pfosten 2 wird vorteilhaft identisch ausgeführt, da sich dadurch die Herstellungskosten reduzieren lassen. In Längsrichtung kann in den Diagonalen 2 und Pfosten 2 mindestens ein Hüllrohr zur Durchführung von einem oder mehreren Zugelementen 6 vorgesehen werden.The diagonal 2 or
Die Aussteifungselemente 3 haben einen rechteckförmigen Querschnitt. Alternativ kann auch der Gurt 1.1 als aussteifendes Element eingesetzt werden. Zur Befestigung von Dornen 8 oder der Einhängekonstruktion 7 sind in den Aussteifungselementen 3 Aussparungen in Form von Bohrungen oder Hüllrohren vorhanden.The
Die Knotenelemente 4 können so ausgebildet werden, dass alle anzuschließenden Stäbe in einer Ebene liegen. Beispiele hierfür sind die Knotenelemente 4.1 und 4.2. Mit Hilfe eines weiteren Knotenelements 4.3 können auch allgemein im Raum orientierte Stäbe an den Knoten angeschlossen werden. Die Seitenflächen der Knotenelemente 4 können beliebig geneigt werden. Dadurch können die Gurte 1 bzw. Diagonalen 2 mit frei wählbaren Stabneigungswinkeln an die Knotenelemente 4 angeschlossen werden. Mit Hilfe der Knotenelemente 4 können Druckkräfte, Zugkräfte und Schubkräfte zwischen den angeschlossenen Fachwerkelementen übertragen werden. Die Übertragung von Druckkräften erfolgt direkt über Kontakt in der Stoßfuge. Zugkräfte werden hauptsächlich über den Abbau von Flächenpressungen in der Kontaktfuge übertragen, die mit Hilfe der Zugelemente 6 vorgespannt wird. Schubkräfte werden mit Hilfe der durch die vorgespannten Zugelemente 6 in der Kontaktfuge aktivierten Reibungskräfte übertragen. Die Tragfähigkeit der Kontaktfuge kann mit Profilierungen oder mechanischer Bearbeitung, z. B. durch Kugelstrahlen, erhöht werden. Alternativ bzw. zusätzlich zur Vorspannung der Kontaktfuge mit den Zugelementen 6 können Klebeverbindungen eingesetzt werden. Die Knotenelemente 4 besitzen mindestens eine Aussparung zur Durchführung von einem oder mehreren Zugelementen 6, oder mindestens eine Verankerungsmöglichkeit für ein oder mehrere Zugelemente 6. Die Aussparungen können durch Hüllrohre oder Bohrungen realisiert werden. Die Verankerung von Zugelementen 6 kann direkt auf einer Seitenfläche des Knotenelements 4 über Kontakt oder mit in das Knotenelement 4 einbetonierten Ankerkörpern, z. B. von Gewindehülsen, erfolgen.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
Die Kopplungselemente 5 dienen zum Anschluss von Trag- oder Aussteifungssystemen. Mit dem Kopplungselement 5.1 können Nebentragsysteme angeschlossen werden. Das Kopplungselement 5.2 ermöglicht den Anschluss von Aussteifungssystemen. Das Kopplungselement 5.3 ermöglicht die Herstellung von Trägerrostsystemen. Mit den Kopplungselementen 5 können Druck, Zug- und Schubkräfte zwischen den angeschlossenen Elementen übertragen werden. Die Übertragung von Druckkräften erfolgt direkt über Kontakt in der Stoßfuge. Zugkräfte werden hauptsächlich über den Abbau von Flächenpressungen in der Kontaktfuge übertragen, die mit Hilfe der Zugelemente 6 vorgespannt wird. Schubkräfte werden mit Hilfe der durch die vorgespannten Zugelemente 6 in der Kontaktfuge aktivierten Reibungskräfte übertragen. Die Tragfähigkeit der Kontaktfuge kann mit Profilierungen oder mechanischer Bearbeitung, z. B. durch Kugelstrahlen, erhöht werden. Alternativ bzw. zusätzlich zur Vorspannung der Kontaktfuge mit den Zugelementen 6 können Klebeverbindungen eingesetzt werden. Die Kopplungselemente 5 besitzen mindestens eine Aussparung zur Durchführung von einem oder mehreren Zugelementen 6 oder mindestens eine Verankerungsmöglichkeit für ein oder mehrere Zugelemente 6. Die Aussparungen können durch Hüllrohre oder Bohrungen realisiert werden. Die Verankerung von Zugelementen 6 kann direkt auf einer Seitenfläche des Kopplungselements 5 über Kontakt oder mit in das Kopplungselement 5 einbetonierten Ankerkörpern, z. B. Gewindehülsen, erfolgen. In den Kopplungselementen 5 können Aussparungen durch Bohrungen oder Hüllrohre erzeugt werden, durch die z. B. Dornen in den Kopplungselementen 5 verankert werden können.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.
Die Zugelemente 6.1 werden zur Vorspannung der Gurte 1 in Längsrichtung verwendet. Als Zugelemente 6.1 werden Litzen aus Spannstahl verwendet. Die Litzen können mit Hilfe von Pressen mit einer bestimmten Kraft vorgespannt werden. Die Verankerung der Litzen in den Gurten 1 kann beispielsweise durch Keile realisiert werden. Zur Verbindung der Gurte 1, Diagonalen 2 und Pfosten 2 mit den Knotenelementen 4 bzw. Kopplungselementen 5 wird das Zugelement 6.2 verwendet. Als Zugelement 6.2 werden Gewindestangen eingesetzt. Die Gewindestangen lassen sich durch spezielle Verfahren, z. B. dem Drehimpulsverfahren, mit einer definierbaren Kraft vorspannen. Die Gewindestangen können mit Hilfe von Unterlegscheiben und Muttern über Kontakt auf den Seitenflächen der Gurte 1 bzw. der Knotenelemente 4 oder Kopplungselemente 5 verankert werden. Die Gewindestangen können aber auch in Ankerkörpern, z. B. Gewindehülsen, befestigt werden, die in den Knotenelementen 4 bzw. Kopplungselemente 5 einbetoniert sind. Da die Zugelemente 6 planmäßig geradlinig geführt werden, treten keine bzw. nur sehr geringe Reibungskräfte auf. Dadurch können die Zugelemente sehr wirtschaftlich dimensioniert werden. Durch die Verwendung von Gewindestangen als Zugelement 6.2 können kurze Bauteile, hier die Diagonalen 2 und Pfosten 2, sehr effektiv vorgespannt werden, da die Vorspannkraft nicht durch Verluste bei der Verankerung der Spannglieder, z. B. durch Keilschlupf, reduziert wird.The tension elements 6.1 are used to bias the
Alternativ können als Zugelemente 6 auch andere geeignete Ausführung, z. B. Spannelemente aus Kohlefasern oder Spannstähle mit aufgerolltem Gewinde, verwendet werden.Alternatively, as tension elements 6, other suitable design, for. As clamping elements made of carbon fibers or prestressing steels with rolled thread used.
Die Einhängekonstruktion 7 besteht aus dem Teilelement 7.1, das auf dem Gurt 1.1 befestigt wird und dem Teilelement 7.2, das mit dem Aussteifungselement 3 verbunden wird. Die Einhängekonstruktion 7 besteht aus Stahl.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
Zur Montage des modularen Fachwerks werden zusätzlich noch diverse Kleinteile 8 aus Stahl, z. B. Schrauben, Muttern, Unterlegscheiben, Dornen, Hülsen und Dübeln, benötigt.To assemble the modular truss additionally various
In
Die
In
Die Ausführung eines Gurtstoßes ist in
Zur Erhöhung der Tragfähigkeit der Kontaktfuge kann diese profiliert, mechanisch bearbeitet und/oder mit geeigneten Klebstoffen verklebt werden.The execution of a belt impact is in
To increase the load capacity of the contact joint, it can be profiled, machined and / or glued with suitable adhesives.
Eine Möglichkeit zur Kopplung komplett vormontierter Fachwerksegmente ist in
Die
Ein Aussteifungssystem kann auch, wie in
Die
In
Die Kontaktflächen zwischen Pfosten 2 und Diagonalen 2 sowie dem Gurt 1.1 mit dem Knotenelement 4.1 kann mittels eine formgenauen Gusses des Knotenelementes 4.1 erfolgen. Alternativ oder zusätzlich ist es möglich, die Kontaktfläche zu schleifen. Hierdurch wird eine sehr genauausgearbeitete Kontaktfläche erhalten, welche sehr gute Verbindungseigenschaften und damit Festigkeiten des Fachwerkes erzielt.The contact surfaces between
Die vorliegende Erfindung ist nicht auf die dargestellten Ausführungsvarianten beschränkt. Insbesondere können die in
-
[1]
Entwicklungsgemeinschaft Holzbau in der Deutschen Gesellschaft für Holzforschung (Hrsg.): Holzbau Handbuch, Reihe 1 Entwurf und Konstruktion, Teil 2 Sport- und Freizeitbauten, Folge 1 Mehrzweckhallen. Informationsdienst Holz, München, 1983 Development Community Timber Construction in the German Society for Wood Research (ed.): Timber Construction Manual, Series 1 Design and Construction,Part 2 Sports and Leisure Buildings,Episode 1 Multipurpose halls. Informationsdienst Holz, Munich, 1983 -
[2]
Stahl-Informations-Zentrum (Hrsg.): Hallen aus Stahl. Dokumentation 534, 1. Aufl., Düsseldorf, 1997 Steel Information Center (ed.): Steel halls. Documentation 534, 1st ed., Dusseldorf, 1997 -
[3]
Mangerig, I., Zapfe, C.: Stahlhallen. Stahlbaukalender 2003, Ernst & Sohn, Berlin, 2003, S. 497 - 583 Mangerig, I., Zapfe, C .: Steel halls. Steel Construction Calendar 2003, Ernst & Sohn, Berlin, 2003, pp. 497-583 -
[4]
Dauner, H.-G.: Moderner Verbundbrückenbau in der Schweiz. Bauingenieur 77 (März 2002), S. 126 - 131 Dauner, H.-G .: Modern composite bridge construction in Switzerland. Civil Engineer 77 (March 2002), pp. 126-131 -
[5]
Eilzer, W., Angelmaier, V.: Talbrücke Korntal-Münchingen - Ein Beispiel für eine Rohrfachwerk-Verbundbrücke. in: Dehn, F., Holschemacher, K., Tue, N.V. (Hrsg.): Neue Entwicklungen im Brückenbau. Innovationen im Bauwesen. Beiträge aus Wissenschaft und Praxis, 1. Aufl., Bauwerk Verlag, Berlin, 2004, S. 297 - 318 Eilzer, W., Angelmaier, V .: Talbrucke Korntal-Münchingen - An example of a tubular truss composite bridge. in: Dehn, F., Holschemacher, K., Tue, NV (ed.): New developments in bridge construction. Innovations in construction. Contributions from Science and Practice, 1st ed., Bauwerk Verlag, Berlin, 2004, pp. 297-318 -
[6]
Stahl-Informations-Zentrum (Hrsg.): Fussgängerbrücken aus Stahl. Dokumentation 577, 1. Aufl., Düsseldorf, 2004 Steel Information Center (ed.): Pedestrian bridges made of steel. Documentation 577, 1st ed., Dusseldorf, 2004 -
[7]
Seifried, G., Schäfer, A.: Drei Überführungsbauwerke über die Bundesautobahn A 8 bei Pforzheim. Stahlbau 72 (Heft 2003), Heft 6, S. 426 - 431 Seifried, G., Schäfer, A .: Three overpasses over the federal highway A 8 near Pforzheim. Stahlbau 72 (Issue 2003), Issue 6, pp. 426-431 -
[8]
Müller-Donges, R., Steinmann, R.: Hangars für Flugzeuge. Stahlbau 73 (2004), S. 801 - 810 Müller-Donges, R., Steinmann, R .: hangars for aircraft. Stahlbau 73 (2004), pp. 801-810 -
[9]
Petersen, Ch.: Stahlbau, Grundlagen der Berechnung und bauliche Ausbildung von Stahlbauten. 3. Aufl., Vieweg Verlag, Braunschweig, 1993, S. 693 - 712 Petersen, Ch .: Steel construction, basics of calculation and structural training of steel structures. 3rd ed., Vieweg Verlag, Braunschweig, 1993, pp. 693-712 -
[10]
Schlaich, J., Schober, H.: Rohrknoten aus Stahlguss, Stahlbau 68 (1999), Heft 8, S. 652 - 665 Schlaich, J., Schober, H .: tubular knot made of cast steel, steel construction 68 (1999), No. 8, pp. 652-665 -
[11]
Tue, N. V., Küchler, M.: Knotengestaltung hybrider Fachwerkkonstruktionen, Bautechnik 83 (2006), Heft 5, S. 315 - 324 Tue, NV, Küchler, M .: Node design of hybrid truss constructions, Bautechnik 83 (2006), No. 5, pp. 315 - 324 -
[12]
Mengeringhausen, M.: Komposition im Raum. Raumfachwerk aus Stäben und Knoten. Bauverlag, Wiesbaden, 1975 Mengeringhausen, M .: Composition in the room. Spatial framework of bars and knots. Bauverlag, Wiesbaden, 1975 - [13] Mengeringhausen, M.: Verbindung von Rohrstäben und knotenbildenden Verbindungsstücken, insbesondere für zerlegbare Fachwerkkonstruktionen, Deutsches Reichspatent v. 12.03.1943 und Deutsches Bundespatent v. 12.03.1953 (DBP Nr. 874 657)[13] Mengeringhausen, M .: Connection of pipe rods and knot-forming connecting pieces, especially for dismountable truss constructions, German Reichspatent v. Germany. 12.03.1943 and German Federal Patent v. 12.03.1953 (DBP No. 874 657)
-
[14]
Mönck, W.: Holzbau, Grundlagen für Bemessung und Konstruktion, 12. Aufl., Verlag für Bauwesen, Berlin, 1995, S. 275 - 289 Mönck, W .: Wood construction, bases for design and construction, 12th edition, publishing house for construction, Berlin, 1995, P. 275 - 289 -
[15]
Arbeitsgemeinschaft Holz e. V. (Hrsg.): Holzbauatlas Zwei, 2. Aufl., Fachverlag Holz der Arbeitsgemeinschaft Holz, Düsseldorf, 1996, S. 104 - 121 Arbeitsgemeinschaft Holz e. V. (ed.): Holzbauatlas Zwei, 2nd ed., Fachverlag Holz of Arbeitsgemeinschaft Holz, Düsseldorf, 1996, p. 104 - 121 -
[16]
v. Emperger, F.: Handbuch für Eisenbetonbau. Band 4, Verlag Ernst & Sohn, Berlin, 1909, S. 410 - 415 v. Emperger, F .: Handbook for reinforced concrete construction. Volume 4, Verlag Ernst & Sohn, Berlin, 1909, p. 410-415 - [17] Baumann, E.: Aus Druck- und Zugelementen gebildetes flächenhaftes oder räumliches Fachwerk, Patentschrift Nr. 275117 v. 10.10.1969, Österreichisches Patentamt,[17] Baumann, E .: Two-dimensional or three-dimensional framework made of compression and tension elements, patent no. 275117 v. 10.10.1969, Austrian Patent Office,
-
[18]
Koncz, T.: Handbuch der Fertigteilbauweise,.Band 2., 2. Aufl., Bauverlag, Wiesbaden, 1967, S. 127 - 188 Koncz, T .: Handbuch der Fertigteilbauweise, Volume 2, 2nd ed., Bauverlag, Wiesbaden, 1967, pp. 127-188 -
[19]
Schmalhofer, O.: Hallen aus Beton-Fertigteilen. Ernst & Sohn, Berlin, 1995, S. 192 - 196 Schmalhofer, O .: Halls made of prefabricated concrete parts. Ernst & Sohn, Berlin, 1995, pp. 192-196 -
[20]
Ludwig, H.-M., Thiel , R.: Dauerhaftigkeit von UFHB. in: König, G., Holschemacher, K., Dehn, F. (Hrsg.): Ultrahochfester Beton. Innovationen im Bauwesen. Beträge aus Wissenschaft und Praxis, 1. Aufl., Bauwerk Verlag, Berlin, 2003, S. 89 - 106 Ludwig, H.-M., Thiel, R .: Durability of UFHB. in: King, G., Holschemacher, K., Dehn, F. (ed.): Ultrahigh-strength concrete. Innovations in construction. Sums from Science and Practice, 1st ed., Bauwerk Verlag, Berlin, 2003, p. 89 - 106
Claims (20)
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
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DE102006056866A DE102006056866A1 (en) | 2006-12-01 | 2006-12-01 | Modular truss structure made of concrete and a method for its production and assembly |
Publications (4)
Publication Number | Publication Date |
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EP1930520A2 true EP1930520A2 (en) | 2008-06-11 |
EP1930520A3 EP1930520A3 (en) | 2009-11-25 |
EP1930520B1 EP1930520B1 (en) | 2011-11-02 |
EP1930520B9 EP1930520B9 (en) | 2012-03-14 |
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EP07122044A Not-in-force EP1930520B9 (en) | 2006-12-01 | 2007-11-30 | Modular latticework structure made of concrete |
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EP (1) | EP1930520B9 (en) |
AT (1) | ATE531867T1 (en) |
DE (1) | DE102006056866A1 (en) |
Cited By (7)
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CN102995744A (en) * | 2012-11-26 | 2013-03-27 | 北京工业大学 | Industrialized multi-high-rise assembly type steel structure frame-pre-stressed center support system |
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CN105133726A (en) * | 2015-09-25 | 2015-12-09 | 郑州大学 | Assembled monolithic concrete frame structure system and frame shear structure system formed by assembled monolithic concrete frame structure system |
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DE102008063548A1 (en) | 2008-12-18 | 2010-07-01 | Ungerer, Klaus, Dipl.-Ing. | Frame construction for use as square-shaped space module for building e.g. residential building, has framework elements whose edges are provided with empty pipes e.g. plastic pipe, running in vertical direction and inserted into anchor |
DE102011004820A1 (en) * | 2011-02-28 | 2012-08-30 | Homag Holzbearbeitungssysteme Gmbh | conveyor |
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Family Cites Families (12)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE908030C (en) * | 1936-03-14 | 1954-04-01 | Dyckerhoff & Widmann Ag | Process for the manufacture of reinforced concrete trusses consisting of tension and compression bars with slack reinforcement |
FR985838A (en) * | 1949-05-10 | 1951-07-24 | Improvements to reinforced concrete frames | |
DE961389C (en) * | 1952-07-17 | 1957-04-04 | Mengeringhausen Max | Junction connection for reinforced concrete prefabricated parts |
DE1167508B (en) * | 1960-02-05 | 1964-04-09 | Siemag Masch Stahlbau | Welded truss nodes |
US3367074A (en) * | 1964-03-17 | 1968-02-06 | Vanich Francesco | Method for erecting prefabricated bridges of concrete, and bridge erected by said method |
DE1659218C3 (en) * | 1967-11-11 | 1978-07-27 | Hermann Rueter Gmbh, 3012 Langenhagen | Composite trusses and methods of assembling them |
US4059931A (en) * | 1976-01-29 | 1977-11-29 | Mongan William T | Building framing system for post-tensioned modular building structures |
FR2576053B1 (en) * | 1985-01-16 | 1988-04-15 | Campenon Bernard Sa Francaise | LATTICE BEAM, PARTICULARLY FOR REALIZING A BRIDGE |
CH673305A5 (en) * | 1986-05-02 | 1990-02-28 | Emil Roth & Co Ag | Filling bars for jointed frame trusses - with holding elements fixed by specified plastic adhesive |
US5310273A (en) * | 1991-07-09 | 1994-05-10 | Yamaha Hatsudoki Kabushiki Kaisha | Joint for truss structure |
DE19725722A1 (en) * | 1997-02-04 | 2000-05-11 | Frank Zurheide | Carrier for lattice structures has a plate welded to the end surfaces of the struts to be bolted to the chords in a positive fit without changing the holes |
DE29824051U1 (en) * | 1997-03-11 | 2000-05-04 | Häsler, Peter, Bubikon | Truss girder |
-
2006
- 2006-12-01 DE DE102006056866A patent/DE102006056866A1/en not_active Withdrawn
-
2007
- 2007-11-30 AT AT07122044T patent/ATE531867T1/en active
- 2007-11-30 EP EP07122044A patent/EP1930520B9/en not_active Not-in-force
Non-Patent Citations (1)
Title |
---|
None |
Cited By (8)
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Also Published As
Publication number | Publication date |
---|---|
EP1930520B9 (en) | 2012-03-14 |
DE102006056866A1 (en) | 2008-07-17 |
ATE531867T1 (en) | 2011-11-15 |
EP1930520A3 (en) | 2009-11-25 |
EP1930520B1 (en) | 2011-11-02 |
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