DE921283C - Construction element, in particular made of reinforced concrete, or auxiliary construction element made of another material with a joint that is resistant to bending, shear and torsion - Google Patents

Description

Construction element, in particular made of reinforced concrete, or auxiliary construction element other material with bending, shear and torsion-resistant butt joint Stahilbetorrbau @ verke have been built largely from prefabricated parts for a long time. Above all, it will be like that building construction elements: te, z. B. load-bearing ceiling panels, ceiling paintings, Rafters, frame stems and bars, factory-made from reinforced concrete and @ dan.n mounted on the building site.

In the mining industry, tunnel and track linings have been known for decades already designs made of precast concrete parts. But here the wood, zi, m @ merung A is i; m building construction of pure timber construction and steel construction or the monolithic reinforced concrete casting.

Precast reinforced concrete parts cannot be joined together with conventional means -bending and shear-proof. Bending moments and, mostly also shear forces, are known to occur at all those points of a construction where the components bend under their load, so where there are no moment zero points, such as e.g. B. in free supports and joints. Wood and steel: can be switched on. Assemble such places with simple means so that they are resistant to bending and shearing. This is because these materials can be drilled, cut and shaped and, when cut, can be easily and flawlessly connected to one another with straps, bolts, nails, screws, rivets, etc. As a result, every wood and steel structure can be put together from small, light pieces.

On the other hand, there are no such simple handy and flawless lanyard. Because reinforced concrete is not homogeneous Building material, but is made of steel and concrete and is based on the composite effect of these two substances. Steel on the one hand is supposed to have all tensile forces and Concrete, on the other hand, has all compressive forces and, to a limited extent, also shear forces record, but not in: .working side by side separately, but in common The two substances work together, but this is only possible if the concrete When casting, the steel with its finest particles washes around and firmly adheres to it. After hardening, the concrete and its reinforcing steel can no longer be deformed not even because it is enveloped. The brittleness of the concrete practically prohibits Stretching, cutting and plastic-elastic reconnection through force-transmitting Middle. Therefore, it is generally avoided to use reinforced concrete structures for the Production of precast elements and their assembly to disassemble in places where bending moments occur, so the prefabricated parts are designed without pieces from support to support, from. Joint to iGelenk. This usually makes them very long, bulky and multiple too unstable for lateral loads during transport and assembly. That demands Then a dimensioning of the prefabricated parts, which the economic goal striven for in the end Excludes utilization of the materials up to their maximum permissible stresses.

In -special cases, load-bearing structures are made of wide-span: reinforced concrete structures, such as z. B. Hall trusses, awsFertigteile, which are shorter than the span because it would be too difficult to transport full-span precast elements and assemble. In the case of such prefabricated parts, tensile and compressive reinforcements are required Butt fittings of large, cross-section connected, which with the help of special, steel connectors are joined together; as butt fittings and Connectors are included. Profile steels are used that match the cross-section of the relevant component are adapted. The de m The internal forces assigned to concrete are transferred to this steel bridge, but the forms a foreign body in the reinforced concrete structure. Increase such spacers the construction costs and are so complicated that they are seldom and only in large-scale constructions to be used.

The task, a simple one that can be used everywhere in precast reinforced concrete Creating a bend-resistant and shear-resistant joint connection has so far not been a satisfactory one Solution found. Skilled workers and material shortages, but especially the need to Saving lumber, however, requires such a solution if .the requirements: the Present, which the reconstruction provides,. Should be mastered. Have to Small business owners and even home builders who do not have the special means of transport and lifting equipment, which were previously used for the transport and the assembly of the precast reinforced concrete parts are required and which only the large construction company are available for this. You can only contribute if the building structures to be broken up into pieces of such size and weight as they are. to the Installation can be brought, and if the prefabricated parts so produced without difficulty can then be connected to one another in a rigid and shear-proof manner. The, push-stealing of the construction must also be random on both sides or between moment zero points or supports, so also in places where significant bending moments and transverse forces act. The dismantling as well as the bending and shear-resistant connection together, human connection with the simplest means would also have to be used for frame-like structures and constructions be possible even if theirs. Moment zero points as a result of the changing Payload migrate, even if moments and shear forces have their sense of direction switch.

This requires a simple, rigid and shear-resistant joint of the finished parts created, which-the basic materials concrete and steel mutually connects, theirs Forces transferred and with the supporting structures even from 'small parts can be assembled in manual mode.

The invention solves this problem in that it has the abutment surfaces shaped in such a way that they absorb the forces acting in the concrete, and thereby that they the reinforcement together!

The concrete of the components is then shaped at the joint in such a way that d: he ate the pressure and shear forces occurring here as directly as possible from one transfers to the other component. A medium can also be used between the concrete pressure and shear surfaces are switched on, such as. B. lead, the high compressive stresses Can absorb just as well or better than concrete, without other than through Unevenness (edge pressure) caused compensating plastic deformations to suffer. In a similar way, sound-absorbing intermediate layers can also be provided will. On the other hand, the reinforcement at the joint becomes a connection by means of Set up continuously adjustable connecting means in the axial direction, so that it forwards the additional forces not absorbed by the concrete. .So are according to the invention all cutting forces occurring at the joint from one to the other Effectively transfer the component.

A connection point according to the invention for the direct connection of reinforced concrete parts, which are also subjected to bending, shear and normal force at their ends; Fig. i shows a systematic side view. The dashed lines between a and b or b and c in this figure are imaginary dividing lines between the upper chord,! Web and lower chord you would. may appear as tapering lines or not at all when displaying the complete side view of the component. In this example it is u @ m, d'ie joint of a beam made up of parts. The top belt a of the girder is cut through perpendicularly at the connection point. The cut surface is generally flat and perpendicular to the main supporting plane, but can also show a dovetail, tail-shaped dividing line when viewed from above on the top chord of the girder. It can also be a @ b ° r, corrugated or shaped so that small forces perpendicular to the main support plane, z. B. those from torsion, are transmitted. As usual, the main bearing plane of the girder is the vertical plane which goes through the longitudinal axis of the girder. The main supporting plane is oriented towards the forces acting on the girder so that the forces that are decisive for the dimensioning of the girder wave in this plane.

The web b of the beam is delimited in a zigzag shape at the joint, in such a way that the cut surface and its cutting line are perpendicular to the main bearing plane 2-3-4-5-6-7 with the main bearing plane inclined at 45 ° or less to the perpendicular. The corners can be rounded so far that the zigzag line in a wavy line transforms. Instead of the structurally most favorable zigzag shape, another Toothing: to be used. Where shear stresses play a subordinate role, where they, especially in relation to normal compressive stresses acting at the same time, become small (smaller than the resulting frictional stresses) or where they are not at all occur, the cut surface can merge into a plane.

In the tension chord, the concrete at the joint is cut out in such a way that the reinforcement set up for the connection is exposed. The cutting forces relevant for torsion-free beams are shown schematically by arrows. The forces that are assigned to the concrete at any point are also transferred directly in the section through the concrete pressure surfaces, i.e. the bending compressive forces D through the upper flange surfaces i-2, the normal compressive forces N through the upper flange and web surfaces i-7, the shear forces (from the Shear forces shown here, for example) through the inclined surfaces 2-3, 4-5 and 6-7 of the web. Since the shear tensile forces cannot be transmitted through the cut surfaces 3-4 and 5-6, they are directed so that they perpendicularly tangent to the wave troughs of the web surfaces at 4 and 6 or 3 and 5. If they are not too big, they are taken up there just as securely by horizontal concrete cross-sections as with neighboring parts of the web that have not been cut through. Larger shear tensile forces are also absorbed by brackets, just like in the neighboring parts of the web. The framework structure is formed from compression and tension rods, as shown schematically in Fig. 2. The cut surfaces 3-4 and 5-6 remain tension-free. The magnitude and direction of the compressive forces SD and the tensile forces Sz go out of thrust. from Fig. 3.

If the Queiikruppen change their sense of direction, so get the web inclined surfaces 3-4 and 5-6 compressive stresses, and the forces SD are then rotated by 90. Since the If the sum of the pressure-absorbing inclined surfaces is the same, the shear force absorption capacity remains the joint for the opposite sense of direction of the same size. The one described above .Butt can therefore at any point on the wearer to the right or left of his Support. To reduce the compressive stress, the top chord and web be widened laterally towards the studs. The web widening diminishes then at the same time the concrete tensile stresses from Sz. The broadening be determined in such a way that the intersection becomes stronger than its neighboring cross-sections. The widening can also protrude so far laterally that it becomes a transverse disk shape accepts.

Through small channels that can be provided at the joints, after assembly, cement-fine-sand-mud can be injected to the joints to cement.

The bending tensile forces and, if applicable, superimposed normal tensile forces will. .at the, joint, for example, by a tension lock sleeve with right-hand and transfer left-hand threads from reinforcement to reinforcement. This can consist of an or consist of several steel sections that are joined together, for example @for more heavily burdened carriers. But preferably and also here from one Runds'tah.l existing reinforcement is compressed so far at their ends that you Thread receives a core cross-section that is larger than the cross-section of the reinforcement shaft. The S.panns@chloß (sleeve is dimensioned so that @ its net cross-section is larger remain. Then the castle as a whole is stronger than the calculated continuous one Reinforcement. The turnbuckle sleeve is advantageously designed as a hexagon. Then it can be done with ordinary tools, e.g. B. wrenches tightened until the reinforcement is tensioned and the concrete surfaces of the web and the flange in doing so, they crunchly collide and, under certain circumstances, even under greater pressure are brought. Is there a risk that a vibrating payload could damage the - turnbuckle sleeves subsequently loosened again (which can only be considered in machine operation can), this can be prevented by concrete plastering or by splinting. It is also conceivable to use the reinforcement in the manufacture of the reinforced concrete parts Bring tensile prestress and hold it by simple means.

Instead of the round steel reinforcement, differently shaped steel inserts could also be used used and instead of the turnbuckles, other simple locking devices could also be used be used, with which a tensioning of the reinforcement is possible.

The locks or the recesses for this are expedient injected or plastered in to protect them from rust. It can also be done by means of of the locks steels of different quality are joined together or steels different strengths, if only their ends are upset for the same thread. In this way, levels of conservation can be merged from one to another Component are created, for. B. towards the support.

Structural parts with pressure belts and reinforcements in several zones, those for power transmission with alternating or multi-sided load are required are understandably multizone, The butt prevention according to the invention can also be used with advantage wherever where it is only a question of using neighboring concrete parts to take up the load, thus to achieve an Ouerlast distribution. In such cases, the load-bearing Construction elements with short or long, more or less wide concrete transverse panes provided that at their ends the shape of the concrete according to the invention, so the inventive Have gearing. If the load-bearing parts are prevented from moving to the side, do not need any connectable reinforcements to be arranged in the Onerscheiben will.

According to the same principle (in a similar form), sectional connections for other materials (e.g. for steel), e.g. for purposes faster assembly and disassembly. Such a shock according to the invention can therefore be Any material can be used and is characterized by the fact that the Surfaces under compressive stress crunched together, the tensile zone joined together is -and possibly occurring transverse forces due to the shape of the .interface be included.

The components can be manufactured in the concrete plant for a merger according to the invention. Appropriately steel formwork is used for the shaping.

In machine operation they can be operated with an accuracy of millimeters manufacture so that not only the concrete surfaces receive the required accuracy of fit, but also the reinforcement, which is stored in the holes in the steel formwork, exactly maintains constant height and lateral position. The concrete shrinkage is because of the Shortness of the parts harmless.

Formwork parts that do not require the greatest precision can of course also be made of other material, for example fiber concrete, which may be also remains an integral part of the component, z. B. od with hollow bodies. Like.

The simple and immediate bending, shear, pressure or stuff and possibly torsion-proof butt joints from factory-made ones Reinforced concrete components expand their previously limited area of application to one quite unusual way. Because now you can look for a further inventive idea short, manageable pieces of reinforced concrete components with the. joints according to the invention train and combine in a simple way to create finished constructions. These preferably flat components, based on the subdivision of constructions for their Static calculation, also called lamellas, also come as finished parts from concrete, but are not precast concrete parts in the usual sense, but, in general terms, steel / concrete fittings. Because the: Stah'ltetonla @ melle -according to the invention there is no as a unit; reinforced, individually finished building element, but, viewed as a single component, unfinished, both in its external form than in their floating reinforcement. : The lamella is therefore a building block (building material) in the sense of the term see provisions under F, I, 3 of the »Technical Building Regulations of the German Reich ". (According to these provisions, every component is considered a building material of a building to which certain building control requirements are made, as Bauart the composition of individual building materials into components to which certain building regulations Demands are made, as new building materials and types of construction all building materials and Types that have not yet been generally used and proven.) According to When several lamellas are connected, the component with ... the complete one is only available Reinforcement that can, may and should now have its full effect. Just as little as Individual bricks or a pile of such stones are neither a wall the lamella is a precast concrete element in the previous sense. But how does it look? simple bricks the various masonry of the architectural and engineering high and deep structures can be formed, so can also be made from simple and handy Reinforced concrete slats of the most varied of finished constructions on a special type of construction join together.

These constructions have a much wider range of uses and are more diverse; than any prefabricated part can be. Such LamePlenkonstruktion can also be erected more easily and economically than was previously possible with the Long bulky and heavy, from support to support or from joint to joint tensioned prefabricated parts was possible.

The miner on site or even the home builder can use slats assemble its load-bearing structures yourself. Because the assembly of the slats is very simple: starting with the supporting slat, slat by slat is lined up, where the last connected is supported for so long by means of a walking support remains connected until the next lamella, supported by a second walking support is. So you only need two hiking supports. In special cases even these are missing and cantilevered cantilever: possible.

Usually for the lamellas: construction concrete B 300, B 450 or B 600 is required be. Such concretes are made with modern compaction methods as well as with Torkretv experienced (shotcrete) easily accessible. With the Va: kuu.mdruckverfahren strengths of i: 2oo to 1400 kg / qcm can even be achieved, with lamellas take on graceful forms and become particularly light.

The relatively small slats. can be used specifically for this manufactured machines. You can use it in continuous operation Shaped, jogged, demoulded and put down, like -this from the production known from Betua ceiling hollow bodies and wall fittings. If necessary, will man .this in the ? Machine in those places that are flawless Must generate lamellar profile, such. B. on the lamella face, insert sheets provide that are ejected with the lamella and adhere to it for so long, until the concrete has hardened sufficiently after storage and the sheets then without Disadvantage can be replaced. Such a machine can be carried out with one or two men Operation ten Ibis produce twenty slats per hour. Over against such advantages the small additional costs fall: for threads, turnbuckles, etc. in mass production not into @weight.

Slats are also the same for the most varied of constructions Construction type usable. One and the same lamella can be part of all of them possible constructions. if only the strength properties assigned to the lamella, which are given by their cross-section dimensions and by their reinforcement, i.e. their ability to absorb cutting forces must not be exceeded. the Cutting forces at the joints. the slats can namely in a construction imit a large S.pannwelite and (be as large as with many other constructions with a smaller span and greater load, or the same large as with other constructions, the different support and bracing to have.

In general, this is only possible with support slats, which is anyway. different are shaped as central lamellas, when dimensioning it should be noted that their webs are below Circumstances need to be reinforced. But this is usually only necessary in extreme cases, which are very rare in practice.

The most varied of spans can be practically in general Assemble with a few types of lamellas that are in length! only slightly different are from each other. The architect is therefore independent of everyone when it comes to interior design Type dimension, if he uses the lamellar design according to the invention., The lamellar joints.tellen interrupt or at least disrupt the wave movements of the sound and take effect so sound-absorbing, especially when acoustically soft media, «- what the high concrete compressive stresses without being able to absorb disadvantageous deformations, are inserted. Another Soundproofing can be achieved if the support slats, which, des, support and if necessary be specially shaped for the sake of the masonry, in their with the part that comes into contact with the support receives sound-absorbing layers that are factory-made molded or otherwise attached .be can. Hollow bodies or other types Building materials for heat and sound insulation can be used in slat constructions or attached "-ground.

Lamellar constructions can also be made without destroying their individual parts dismantle and even reassemble elsewhere with structural deviations. These. A room-spanning prefabricated part has a wide range of uses not. For him there is always only one span and one payload, always the same Assigned to support and tension conditions.

, The lamellar design enables extensive standardization. For this purpose, the slats are provided with externally visible identifiers, which show the static strength limits. ! The unified slats, for example the support and cover lamellas of various lengths and cross-sectional dimensions, can be clearly listed in tables and information can be found in them can be included in a wide variety of constructions via their possible uses. With the: Stahlbetonlame.lle is a unified, reinforced and connectable one Concrete block created as a new building material in the sense of the above definition. The architect, master mason or even foreman can use the new building block normal ceiling and roof structures with a given load and span Select and compile the tables just as confidently as he has always done Bricks Gefbäudiema.ue; rn and wooden beams ceiling and rafter layers without imposing calculation.

A significant part of planning, checking and Construction control engineering activity, previously for the production of reinforced concrete ceilings and roofs themselves of the simplest kind had to be spent and a lot for this was too expensive.

The slats according to the invention are because of their versatile uses Can be produced in large quantities in advance. This stock economy allows one longer deposit. Here, the shrinkage process can largely be completed before assembly be. Furthermore, when using lamellas, deflections can be caused by re-tensioning the locks can be reversed.

The idea of the invention is now based on a lamellar construction for mining, namely the tunnel and track lining, explained.

In mining, the roughly horizontal tunnels are used as crosscuts and routes built from ancient times by means of wood carpentry. She is often through The pressure of the mountains and the wetness are destroyed and may have to be replaced several times.

In this way, a lot of wood is used in mining. One has therefore pit workings for a long time, especially if they are to have a long service life, made of steel frame with warping or as. Brick vaults or with or concreted without reinforcement. Such an expansion is indeed much more durable, and with calm Mountains are reinforced concrete with an unlimited lifespan. But it also has an abundance of disadvantages, namely: the masonry and concrete work require a lot of effort Time, small and skilled work. In the darkness and confinement there is space the danger of inadequate work is great, the construction inspection almost impossible. In the final state the monolithically produced reinforced concrete is then the strongest and most durable Expansion, but also the most rigid. And the turn is in mining desires. M mm rather requires a certain flexibility from the route expansion, Movable especially against lateral pressure.

1Zan has therefore switched to this instead of monolithically produced Rigid concrete and reinforced concrete structures the expansion of precast concrete and reinforced concrete parts, which by means of several joints, often with pinch wood inlays, are relatively flexible are assembled to assemble. They had the disadvantage of being heavy and unwieldy to be, so that their installation impractical and sometimes even impossible without lifting equipment was.

Another disadvantage of the prefabricated parts is that .sie for Measure certain vault shapes or spans and heights of the route profiles and shaped e.ind. Profile reductions or enlargements, such as those used in mining are often desirable for changing mountains, so can only be used for this Manufacture specially reinforced and shaped prefabricated parts.

These disadvantages, the too large calibrated, the unwieldy and the Inadaptability to changed profiles, the impossibility of dismantling and reuse eliminates the invention. The external shape is, for example, that of wood customary door frame woodwork selected. But the cap and stamp are not in made in one piece, but cut into lamellas (Fig. d.). These slats can be kept just as light and even lighter than the whole-piece woods, which replace spie, but because of their shortness, are much easier to handle than these, what for the transport in the little coal wagons underground and for theirs Installation in the confined space on site is very important.

The closing of a door frame takes place in such a way that initially at the stamps, then at the cap from the support :. starting one after the other lamella is closed to the lamella, the last connected by means of: one Walking support remains supported until the next one, by a second walking support supported, connected. Of course, there are also sitemples and caps on site screwed together lying on the floor and assembled as a whole.

As a cross-section of both the cap and the punch, a I-cross-section selected according to Fig. 5. But there are also other cross-sections according to Fig. 6 or 7 in question. In Fig. 6 and 7, the two webs are at their end stiffened by concrete transverse panels. The lamellas according to Fig. 5 also have on their Endren disc-like reproaches. These transverse disks always have the one according to the invention Gearing. This greatly improves the absorption of transverse forces and torsion.

The main reinforcement is the internal reinforcement i. But it can also do the Outer reinforcement a arranged and joined together in the concrete recesses provided for this purpose "Verden. When expanding in whole shot, the lamellas with a cross-section according to A.bb. 6 and 7 are also joined together so that the left web alternates with the right Bridge is connected to the following and vice versa. A lateral one then arises Bandage that provides good stiffening in the transverse direction (i.e., in the longitudinal direction the route), with the door frames continuously connected to one another as if interlocked are. This type of design is mainly used for permanent expansion in dormant Mountains in question.

Fig. 8 b shows the plan, Fig. 8 c the longitudinal section, Fig. 8 d the Oueruchnitt and Fig. 8.e the parallel perspective of a lattice-like lamella. Here are two girders of high cross-section through transverse panes to form a latticework of so connected that the mountains without any additional delay is intercepted. Pieces of rock of sufficient size can fall through if they become detached (or be pushed through), with a constant relief of rock pressure is achieved.

Cross-section dimensions and reinforcement can be used for both caps as well as the stamps must be kept completely the same. Through different: distances the door frames from each other can be the static adjustment to different mountain pressures be created. Larger heights and spans of the door frames can also be used with the same Cross-section of the slats by changing the distance between the door frames from one another g, bi-Idet will. Another differentiation with regard to the static capacities of the Lamellar constructions can be achieved by changing the cross-sectional dimensions in stages and reach the reinforcement. Fig.q. shows a door frame, its cap in three and its stamp is divided into four lamellas each. The stamps are with a widened foot in the about 20 cm deep bulging holes. There is a reinforced concrete rolling joint between the punch and the cap arranged, which, also a squeeze, can get schholzeinlage. Instead, you can Even for the punch and the cap, uniform joint lamellae with a fillet are designed in this way let them cling to a thick square log (Fig. 9).

The door frames made of reinforced concrete slats can be seen after another Design ideas of the invention in such a way that they have the usual properties wooden door frames become completely equivalent. To that end, get the top one End of the stamp made of reinforced concrete a kind of collar. The reinforcement ends here. Of the The collar is so deep and so strongly formed that it still has all its effects there Transferring cutting forces to a wooden head via a wooden neck fitted into the collar. Desisen profile gives support and support to the reinforced concrete cap. The Foot lamella designed for the insertion of a wooden foot. For example, Fig. 8 shows a stamp made of reinforced concrete slats with fitted wooden head and foot. Fig. 8 a shows such a wooden foot for slats with cross-section 4-4. The wood is here expediently not fitted to the entire depth of the concrete recess and also not in such a way that it covers the entire width of their concrete surfaces. sits on. These are rather, flat or pointed teeth or wave-shaped or similar designed in such a way that the wood in the initial stage of use is only narrow Concrete strips rests between «-elchen it expand when pressing in or swelling can (see cross section 5-5).

Through the wooden base you can put the stamp on the waxing mountain pressure Make compliant, in the same way as with an ordinary wooden stamp. To do this, the built-in stamp at the foot end is then hewn with an ax. and pointed. The wood can therefore compress itself here or break without there, ß the whole Reinforced concrete stamp being destroyed by the oversized mountain pressure. True will the stamp on this white is considerable. shortened, but remains as a support! for the Cap unchanged strong. With such changeable wooden heads and feet you can according to the invention also punches made of reinforced concrete, which are not divided into lamellas, are manufactured as prefabricated parts.

The joint and foot lamellae can be the same or differing by 10 cm Lengths, have. The central lamellae of the stamps and the caps have few to be ok cm stepped lengths, e.g. B. 6o, 70 and 8o cm. In this way, through association from. two to five slats of different lengths. the most diverse, practical possible spans and heights, stepped by around 10 cm, still differentiated by Change of inclination of the stamp, formed at the same time all required cope with static loads. It can also use the same slats the route profile is narrowed by leaps and bounds: or expanded if it changes Mountains or other circumstances require it. Door frames can also be between already built-in door frames are installed in order to achieve the necessary reinforcement, which can also be achieved by replacing with higher profiles.

All these variants and possibilities are to be carried out from stock of slats, the shapes of which are only slightly different from each other, their load-bearing capacity for different spans and heights is listed by numbering and which are requested by the Hauer from the colliery storage area according to local findings.

But not only the door frames are suitable for cutting into lamellas. Arched studs can also advantageously be made from reinforced concrete slats will. Fig. Io shows one. Multi-hinge arch, the joints of which are made from squeezed logs are formed on slats with a wooden base. The slats. are uniform in pairs. The pairs a differ from the pairs a1 only in their opposite Forehead shape. You can get even larger tunnel cross-sections by interposing them straight door frame lamellas (Fig. i i). There is a risk of the soil in the tunnel. If it swells up, the tubular tunnel cross-section can be made from the same lamellae Fig. 12. All arched lamellas a and a1 in Figs. Io to 12 are eighths of a circular ring of the same radius. The cross-section of the lamellas and the joint formation are the same as for the door frames. The same general considerations apply accordingly.

The use of the lamellar design in building construction is now on a ceiling, with low, pre-predominantly stationary payload (up to about 5oo kg / sqm), e.g. B. one House ceiling, explained. Such ceilings have long been made of precast reinforced concrete, manufactured.

Most of them have so far been copied from the wooden beam and steel girder ceilings. Their load-bearing part consists of individual reinforced concrete girders at a distance of 50 to 70 cm from each other. Here are the following. two main types: In one, the girders in the top chord are dimensioned so that they are finished. Carrying blanket with payload. There is no over-concrete over the! Cast carrier. Insulating fillers are installed between the supports as plaster supports and, if necessary, as a support for the ceiling covering. For isolated ceilings, the building police regulations prescribe a subsequent partial concreting between the girders in order to distribute the payload across several girders. The immediate full load on the ceiling is impossible because the monolithic cast concrete must first harden. In winter, special care is required when concreting or even closing the building. This also applies to the second type of beamed ceilings, where a concrete layer is poured over the support structure at the construction site. Here, the girders in the top chord are dimensioned so that they only support themselves and, apart from a low installation payload, only optionally provided fillers and the over-concrete to be applied. Bend under this load. If the beams are not supported in one or more places, the girders will sag and the tension will be unclear. Because only in connection with the later hardened overconcrete does such a ribbed or plate beam ceiling acquire the ability to bear the entire weight of the ceiling with its payload. Although the transverse load distribution is improved here, it is still not as flawlessly guaranteed as z. B. is achieved by transverse ribs, which can be provided in the ribbed ceilings cast on the building. Here, however, the required bond of the prefabricated girder mixes the cast concrete into one unit and the distribution of the concrete compressive stresses on both is problematic and the distribution of the tensile stresses on the reinforcement of the precast element on the one hand and on reinforcement that may be subsequently cast on the other hand is unclear. In addition, the disadvantages of later concrete hardening, which have already been described, remain to a greater extent.

Both types of girder decking also require that certain the respective system bound insert, filler or support body or concrete for Verification at the same time as the load-bearing Parts of the ceiling are in place and installed.

In executing the two. Types of ceiling, but especially with the the latter, the top chords are the carrier against. lateral buckling still. at the assembly of the ceilings: se ir unstable, because they are very much in relation to the length sehmal and therefore buckle without the best lateral support or must have a buckling coefficient be dimensioned. Effective transverse reinforcement, especially in the slab tension zone, can are not arranged in both types of ceiling, and therefore cracking is in the Ceiling plaster almost inevitable.

These \ Tachteile of the room-spanning reinforced concrete prefabricated parts are omitted when breaking down into lamellae according to the invention. It also lets through Breaking it down into lamellas, introducing a support system into the building practice, which also those Meets demands that, so far none. was able to fulfill a practically executable system, namely i. the supporting elements. should be measured with such a low cost of materials that the ceiling, at least without filling, is lighter than its payload, 2. the ceiling should nevertheless have a large static height and thus save steel; 3. The shear load distribution, which is so important for ceilings, is to be improved; .4. the The ceiling should be accessible and accessible immediately after its installation without subsequent pouring of concrete load-bearing and should be installed regardless of the weather sesi; n; 5. the load-bearing elements alone should also. without the filling elements one too Form a stable ceiling in the transverse direction; 6. The shape of the supporting elements should be such. that ceiling covering, plaster and heat and sound insulating filler material of different Kinds of troubled time, possibly retrospectively, exchangeable, built in can be so that one on the one hand of certain stocks, on the other hand is independent of the amount of the capital that can be used immediately and that one also has different Can meet the requirements of the client with regard to heat and sound insulation.

All of these requirements could be met by support systems " which side member of the best concrete quality (thin, high-web and with a slim top flange) of a sufficient one. Number of cross members on the side. Stabilized made in one cast are. Here, either the longitudinal girders could carry the load alone. and. thereby the Cross girders only have a stiffening effect, or longitudinal and cross girders could act as a girder grid working together to bear the burden. and at the same time reinforce each other. The slimmer de, the girder cross-sections would be maintained, the more the ideal state would be achieved, with the concrete ballast everywhere. from the construction, cut out is where he for voltage absorption! can be dispensed with. Such a construction made of reinforced concrete could mostly be lighter than their payload. (Pedestals made of intersecting, mutually Supporting, upright thin sheets of metal best illustrate this. Construction principle.) In practice, such support grids can be constructed in a monolithic manner not be poured on the construction site. Because such thin-bar concrete of the highest quality cannot be shaped and compacted sufficiently precisely on the construction site.

In. Concrete works. It could be done by means of steel molds in the vibration or vibration process the required exact shape and quality of the concrete can be achieved. Practically but can support grids. of sufficient span mechanically and economically cannot be produced. These would also not be transportable.

But there are many ways of dividing such support grids into lamellas. So, is through. The inventive dismantling into lamellas made the introduction of these thin, high-webbed support systems into building practice possible. To illustrate the invention, are in. Fig. 13 to 21 Grid structures divided into different types for the production of lamellas of various sizes in lamellas.

In the case of the lids described below, the system of lengthways and Cross members disassembled into rust-like lamellas, which are made of. Longitudinal and cross member pieces exist, which are cast to grates.

Fig. 13 shows the floor plan for house ceilings, which are divided into two-tier lamellas. The weight of the slats is about 55 to 85 kg for o, 8 to i sq ceiling. Your transport and assembly are through. two to three men (also in self-help) possible. Ab. 1q. shows one such lamella in parallel perspective.

Fig. 15 shows the same lamellas in a side plan mounted, in which alternating right web on left and left web on right the following la, meille is connected. Overreach here. the end transverse discs from double-fin to double-fin, laterally by half a carrier distance each. And there she, sideways with her. Ends, interlocking and facing head on even the entire length of the lamellar joint surfaces, a concrete structure is created that can be felt the entire length of the monolithically cast support grid is almost the same. Obtain. the Cross beams also upper and lower reinforcement, so, these also overlap assembly in such a way that a continuous transverse reinforcement butted through an overlap at. at each end of the lamella.

Concentrated loads on a girder of such a ceiling field are so distributed as if by. three to four straps would be worn evenly. That is more than should be required for ceilings in Wolm settlements. The load distribution can be reduced to the necessary extent by shortening the transverse washers. In this case, the lateral toothing of the ends and thus part of the external force transmission is omitted in the cross member. But they still overlap far enough to transfer bending moments. The manufacture of these lamellas becomes cheaper and the weight is reduced by a few Kilograms, and the ends of the transverse disk are less sensitive to Transport and assembly. The lateral load distribution is still as if two up to three girders evenly absorb the individual loads of a girder.

Fig. 16 shows a slotted grate ceiling. These slats can also be kept larger. be. and mounted in a lateral bond. The crossbeams are moved away from the ends of the lamellas towards the center, whereby they come to lie at a fairly equal distance from one another. Fig. 17 shows the cross-section, Fig. 18 the longitudinal section and Fig. 19 the parallel perspective.

Fig. 2o shows large web lamellas, which the Spanning the entire room, so only in the transverse direction as slats a, usbi @ ldet are. They consist of two or three longitudinal beams that are connected to each other by cross-disks connected and made with them in one piece. S'ier are only for series production determined by entrepreneurs with light construction machinery operations. A cross member is to be joined with reinforcement for spans over 4 m.

Fig. 2i shows large grating lamellas of an even greater extent with weights from 700 to 10000 kg, in which all Ouerträger joined together to form rust are.

Of course, differently divided support groups and -grates, e.g. B. in pairs closer together carrier, in a different way in slats with other layouts, e.g. B. with shorter cantilevered transverse disk ends, disassemble. Even single, spaced-apart, room-spanning longitudinal beams can be used by means of the sectional connections according to the invention by cast-on transverse webs or joined together by interposed cross-member slats to form carrier shares or grids not only for ceilings in building construction, but in general, e.g. B. even for bridges.

All of the lamellar ceilings described above are immediately after the merger walkable and then carry the full payload. You can choose with wood flooring or panels be covered, be concealed as well as fillers and possibly loose filler material contain. All of these variants can also be used immediately during assembly or afterwards created «and have no effect on the stability of the construction.

When casting lamellae, hollow bodies made of brick chippings, pumice or other can be used Lightweight concrete, made of other lightweight building materials or fiber concrete, used as a shell and be a heat and sound insulating component of the slat, which gives it a level There is an upper and lower layer as a base for screed and as a plaster base.

Reinforced concrete slats with compression belt and reinforcement in two opposite one another Zones can be alternately bent in these opposite directions claim. Such lamellas can be stretched continuously over central supports (Fig. 22) and braced to girders and reinforced concrete trusses, e.g. B. on trusses of ceiling, roof and hall structures, which are either made by themselves There are lamellas or they are cast on site (Fig.23). That is with the previous ones Precast reinforced concrete elements not possible. Such constructions can also, as far as their upper reinforcement is sufficient in cantilever construction, i.e. without supporting the free ends, assemble.

Leave it in the same way as explained for the ceiling construction For example, rust-like lamellas are also developing for pitched roof constructions. Fig. 24 and 25 show such lamellar roofs with reinforced concrete roof battens at normal spacing for bricks or pans made of clay or concrete. Fig. 26 shows a lamella in parallel perspective. In terms of their shape, they look like ladders and are easy to climb like them. The reinforced concrete roof battens can also be made detached from the rafters. You can (in their place of course also wooden roof battens) on the rafters at certain, Places provided at normal intervals in small upper flange depressions, for example be tied up with wire or otherwise fastened.

Fig. 26a shows the longitudinal section, Fig. 26b the cross section through a such lamella, which is formed from the rafter pieces with end transverse washers. the Rafters can have concrete tabs on the side of the lower chord to support plates or Hollow body for thermal insulation and plaster base for attic rooms (Fig. 26 c). Fig. 26d shows the plan in the lateral association with neighboring lamellas, Fig. 26e a parallel perspective. Roof ladder lamellas can be used for a wide variety of roof pitches be installed if only the ridge and eaves lamellas are shaped for these roof pitches are. The collar beam layers of such roofs are also formed in lamellas. With such large constructions, the compression chord and reinforcement are in two zones provided to accommodate opposite bending loads. Such roofs can then also be mounted in a cantilever.

For building contractors with construction machinery operations who carry out series construction, the conductor lamellas can also receive larger dimensions and weights, so that they for small roofs z. B. from the eaves to the ridge or for larger roofs from the eaves to the collar beam and from there to the ridge.

Lamellae can be developed for ridges and ridges of hips, in which the axes of the supporting parts extend in three spatial directions.

The basic design concept, thin slices in proportion great height as load-bearing elements, namely as support webs and as cross-disks with their system levels in the direction of the main load, i.e. perpendicular to the construction surface (Example: foot gratings), orientation is now also possible in reinforced concrete thanks to the lamellar design practically and economically applicable, as shown in the examples described. Here it was a question of constructions more extensive Expansion, where the main components of the loads are perpendicular to the construction surface and only small minor components are directed into them.

This basic design concept can also be used to advantage apply to the second main group of constructions of two-dimensional expansion, where the main components of the loads to be borne in the construction area and only insignificant secondary components are directed perpendicular to it.

The lamellar design also enables this second group of constructions the introduction of thin concrete slabs as their most economical supporting elements, as shown in the following.

This second category mainly includes such walls, folds and shells, in which the main stresses fall into their system area.

According to a further inventive idea, a residential building wall can be made six-story strong enough, for example, by means of a continuous 3 cm thick perpendicular concrete slab made of high-quality gravel concrete, interrupted only by window and door openings, if this is sufficiently stiffened on the sides. This stiffening results from floor to floor through the ceiling construction in connection with the walls. For the individual storey wall section, thin, vertically guided concrete webs that are perpendicular to the concrete slab are sufficient as reinforcement. Figs. 27 to 30 show such wall panels with the webs that stiffen them in horizontal section. The webs are shaped in such a way that they hold on one side (Fig. 27 to 29) or on both sides (Fig. 30) plate-shaped attachment bodies or those with cavities. These attachments should form closed air spaces with a thickness of about 6 cm with the concrete disc and cover cold bridges as far as possible. They do not have to fulfill the slightest static function and can therefore be installed dry without any mortar if the fit is sufficient. As a result, they can be made of materials that are selected only from the point of view of local occurrence, economy and expediency, such as. B. from brick chippings, lightweight concrete, clay, rapeseed or cereal straw, sawdust, heather or the like. Weather-resistant and weatherproof material will be selected for the outer skin, and nailable heat and sound-insulating material for the inner skin. If the concrete slab is also the outer layer of the wall (Fig.27-29), it must be roughened on the outside if plaster is to be applied. A thin outer layer of coarse facing concrete can also be used as a plaster base. This can consist of finished thin plates made of coarse porous material, to which the lamella is vibrated, or the coarse material is vibrated in a loose state. Provided that the joints are carefully cemented, a smooth outer skin made of the best quality concrete is of course watertight even without external plaster and can be colored.

The static element of the walls, namely the thin one, stiffened by webs continuous concrete disc, can be used in various slats for production in concrete works Height and width dimensions are broken down for different mounting conditions. For example, Fig. 31 shows a vertical section through a wall with a window opening, in which the lower parapet lamella extends to the lower edge of the window sill, the rising one Window louvre up to the lower edge of the louvred ceiling. Similarly, floor or door height can also be used Slats are created.

At the side, the wall panels can be placed vertically between the concrete webs, for example at the crossed-out points in Fig. 27-3o. To the Building corners then result in wall pieces with an angled cross-section at cross connections of load-bearing walls or firewalls, those with a T-shaped cross-section. the Concrete walkways are steel-reinforced on both sides in their outer zones, and steel is sufficient with approx. 8 mm (b for transport and assembly as well as buckling reinforcement: to accommodate significant bending moments (basement walls), the reinforcement can be on one side or on both sides be stronger.

Floor-high lamellas have continuous reinforcement. With you the vertical joints are at least partially toothed. LTbeyond that, one becomes horizontal guided reinforcement of the upper and lower pane zones according to the invention by lamella combined to form a lamella to obtain a rigid wall panel.

However, if these floor-to-ceiling slats are subdivided, they are preserved the concrete webs the butt joint according to the invention. The wall disk is otherwise cut straight through horizontally here. Such lamellas can be in a lateral association be assembled on top of each other. This type of mounting results in sufficient rigidity the wall against lateral stress in the direction of the wall plane (e.g. from wind). So there is no interlocking of the vertically guided joints of the wall disks and also no horizontal reinforcement with connection from lamella to lamella required.

The above-described walls formed from disc lamellas are supported over their entire length in the direction of their system level. With folding works and Shells, the support is concentrated on individual support points, so not how distributed along the entire length of the walls. The disc will then move towards you Area stressed on bending, e.g. B. Silo walls, shed roof panels. Such constructions can be broken down into lamellas by means of zigzag cuts, and not just in one direction parallel to the direction of force, but also perpendicular to it in the system area. The cuts do not have to be zigzag over their entire length. The edge slats Of course, the pulling zones of such panes are given corresponding lockable ones Reinforcement. Immediately resilient lamellar constructions for normal Loads can therefore be used for a wide variety of structures, preferably for such two-dimensional expansions develop.

As an example: A space-enclosing flat roof ceiling, freely resting or braced in lamellar side walls like a binder with laterally butting concrete pressure plates for gluing on the roofing felt, with or without insulating fillers, with or without lateral bandage, mounted as a ribbed ceiling tensioned on one side (Fig. 32 and 33 ) with or without load-distributing transverse ribs or as a cross-stretched rib ceiling. The colliding concrete pressure plates form a stiffening disc lying in the roof plane, especially when installed in a lateral bond. Side windows, skylights, etc. can easily be recessed by means of lamellas.

Such flat roof structures can be used for spans of 3o and more meters of lamellas of larger plan dimensions with high truss-like Bars are created.

Sheds, garages and barracks can be used, for example, as shown in Figure 3q. educated be. Hall vaults (Fig.35), silos (Fig.36) can be joined together from lamellas be that an upper and a lower, an outer and an inner reinforcement, the panels that are closed on one or both sides, have one or more webs (Fig. 37), with or without load-distributing transverse ribs, with or without lateral Association are mounted. Understandably, when building circular segment vaults the crown height and the span are adjusted for a constant radius of curvature be when vaults of different spans and heights are created with the same slats should be.

Architecturally beautiful effects can sometimes be achieved with lamellar constructions can be achieved, which, very thin high-web design, only with transparent milk or stained glass are covered and, if necessary, stretched under, their filigree-like Latticework lets in all the light you want, and yet it is free and stretched wide can be, since the thin grids alone are able to absorb all forces. For shed roofs, This results in completely new construction options for halls and churches.

With the lamellar constructions described so far, the lamellas result after their merger, the statically required framework of the building structure, which is complete and load bearing without any further concrete grouting.

According to a further idea of the invention, with little concrete grouting, i.e. through the additional use of the monolithic construction on the construction site in Combination with the lamellar design achieve better effects without thereby making progress to inhibit construction. So you can z. B. the end transverse disks from the end of the lamellae some Move centimeters towards the middle and use the resulting space as a cross member reinforce and cast (Fig. 39). This version acts as a monolith construction only with regard to load distribution, not with regard to load absorption. Therefore be Such systems are also addressed as pure lamellar structures.

According to a further idea of the invention, however, it is also possible initially to erect a lamellar construction that is only partially load-bearing and after Merging the slats to lay additional reinforcement and concrete to shed. Then the combined structure bears after the concrete has hardened the later expected large or heavily vibrating payload. Such structures are hereinafter referred to as monolith lamellar constructions.

A part of the later total load is assigned to the slats, which results from the dead weight of the slats, the load of the liquid to be applied Concrete and the expected assembly load or a larger partial payload results. The stresses that arise in the lamellas under this partial load later, after the site concrete has hardened, overlaid by tensions resulting from the Difference between full load and part load are to be calculated while the to be applied Reinforced concrete monolith construction only brought into tension by this differential load will. The steel and concrete quality of the lamellas must therefore be of particularly high quality. the The quality of the monolith reinforced concrete, on the other hand, is prescribed as it is statically is required and how it can be guaranteed in the construction site. For all parts, all material within the construction is arranged and shaped in this way and distributed so that it comes to the maximum permissible tensions. As with the pure lamellar construction saves timber for formwork and scaffolding entirely the working time is very shortened compared to a pure monolith design. Fig. 38 and 39 show cross-section and longitudinal section through a ceiling, which systematically consists of high-rise girders with cross girder stiffening are just as structured as the pure ones Louvre ceilings.

Part of the girders of this ceiling, half of the one in Fig. 38 is composed of carrier pieces of the finished lamellar ceilings together and can immediately after joining the reinforcement itself, which is still Carry the ceiling load to be mounted and a sufficient payload of the assembly part. The ceiling slats have shells made of concrete or other suitable material as additional components (e.g. fiber reinforced concrete), which are closed after the lamellas have joined together Formwork forms for beams, which are poured between the finished lamellar beams after their reinforcement has been installed. By corrugating the concrete formwork their interaction with the cast concrete achieved.

The concrete transverse panes are here for the formation of the beam formwork not quite moved to the end of the slats. They serve as formwork for the later to be reinforced and to be cast crossbeams, which are in this way between the toothed lamellar ends of the side members tighten. This will be these are cemented with concrete and held at the side, which is caused by vibrations from machines is advantageous. At these ends of the lamellas, the concrete is cut out to such an extent that the relatively thin cross member reinforcement without hooks, which were subsequently bent can be pushed across the already screwed turnbuckle sleeves can be.

All lamellar concrete has concrete quality B .1.5o or B 6oo and steel quality StII, St III or St IV, the later reinforced concrete cast has B 16o or B 225 and St I or St II (shown hatched).

The materials of the lamellar carriers are available during assembly and the stress caused by the ongoing construction work under relatively low stresses. Like the materials of the monolith girders, they only become after they have hardened fully used when the ceiling is fully loaded.

The lamella division can be held so that a lamella carrier is combined with two concrete girder formwork halves laterally on the right and left, namely in lengths of about so to roo cm. In this case, the transverse washers be designed to be toothed at their ends, so that transverse load distribution of the partial payload is guaranteed (Section 4o). But it can also have two lamellar beams with a concrete girder formwork between itself and two concrete girder formwork halves combined on the right and left will. Such lamellas can then be mounted in a lateral association like the Lamellar ceilings (section r5), and the interlocking of the transverse disks is good, but dispensable (Section 4z). The transverse discs of these monolith two-web lamellas can receive an upper and a lower light reinforcement, which is then installed in overlap each other from lamella to lamella by half the width of the lamella and thus act like a continuous reinforcement. Both types of lamellas must the cross-disks to the cross-sectional width of the. pouring support below recesses of such a height that the longitudinal girder reinforcement can be pushed through with hooks can.

In the above-described first example of a monolithic lamellar ceiling (the monolithic lamellar ceiling #), its components consist of lamellas on the one hand and monolithic cast concrete on the other. roughly synonymous and related to each other. However, the second example of a monolith louvre ceiling described below shows characteristic instead. the subordination of the lamellas to the monolithic reinforced concrete structure, which now has to carry a greater proportion of the payload than the self-supporting formwork. Fig @ .42 and 43 show cross-section and longitudinal section through a monolithically cast ribbed ceiling on Larnellenstahlbetomformallung, which may be partially made of other material, e.g. B. fiber concrete, may exist. This steel / concrete lamellar cladding itself carries the soft reinforced concrete and a partial payload and is arranged and shaped in such a way that it also supports the large payload that will act later. The material used for them is not only used for the production of the ceiling, but also for the. End use. The division of this monolith rib lamellar ceiling can be done, as in the above-described Monolithlrsteglarnellendecke, that either a lamellar web is combined with the concrete formwork for the ceiling slab and half a rib on the right and left or that two such systems are made to form a lamella. The purpose, arrangement and design of the transverse ribs are the same as for the monolith web lamellae. Also are. the choice of concrete and steel qualities and their reference are the same. The first ceiling, however, requires either a self-supporting ceiling covering or load-bearing filler inlays on the brick chippings or lightweight concrete. These can. either be inserted later or cast as a shell body for the lamellar casting with the lamellar concrete to form a unit.

The second blanket will be more nooh than the first and for larger payloads. only serve industrial construction .. Filling bodies are neither used as plaster bases nor for Heat and sound insulation necessary.

Lumber is saved entirely with both types of ceiling. Although you are not full load immediately after the merger, but that is insignificant for their purposes, because the payload for which they are designed, namely very large and vibrating loads Machines., Are never applied immediately, but always after weeks, and The cast concrete is also at this time. hardened. The stresses during the Both ceilings can just as easily continue with the construction work after the concrete has set withstand, like the monolith ceilings cast on wooden formwork and scaffold. at This, however, the building cannot continue until it is assembled and. are cast. Against it. can the monolith louvre ceilings also cast steel: oil concrete then still be applied when the rising building is already. is under roof. So the construction progress is with them. just as uninhibited as with the pure lamellar structures. Compared to the latter, however, there is still the advantage of greater building stiffening that all relinen monolith constructions are guaranteed. pure precast constructions have opposite. Otherwise apply to the Momolite slat ceilings described apart from other advantages of the pure lamellar constructions with the appropriate training even. that of continuous and other tension and, if necessary, of Cantilever.

The inventive connection of the precast reinforced concrete with the butt-butted compression belt, the means necessary to absorb the forces and the connected tension belt can also be used for other materials and constructions can be used with advantage, especially for those that are used for fast Assembly and disassembly are intended such. B. Armaments for building purposes. Nice For decades, metal-clad wooden panels or sheet metal or steel panels, stored on wooden armor or on steel girders, or cantilever steel girders even used as a replacement for wooden formwork and armor in reinforced concrete construction.

The previously known Sy systems of metal formwork, however, meet the The demands placed on formwork scaffolding are only very imperfect and which can be easily fulfilled with wood, namely that of adaptability of any room size, the ability to be elevated, the intransigence in the direction of the concrete pressure, sufficient lateral stiffness for the stresses when pouring the concrete, the Handiness, easy assembly and disassembly of their elements.

The butt connection according to the invention also enables the breakdown of support systems both in their main support plane and in the direction perpendicular thereto into lamellas of different lengths. If, for example, a lightly structured lattice girder shown in Fig. 44 is subdivided into lamellas of 70, 80, 90 and 100 cm in length, each span of 1.40 m can be bridged in steps from centimeter to centimeter if the ends of the supports the end lamellas can be moved i to 5 cm on the support. Such trusses are more rigid in their plane, the greater the distance between the lower and upper chords i.st. Their rods can be constructed from normal profile steel or from sheet steel or other metal (light metal) with a cross-section according to normal profiles or special profiles. Such a framework is stable in the direction of its main supporting plane against forces that act in this plane. However, its pressure belt can already buckle at this point. If force components are added in the direction perpendicular to the main supporting plane, the framework must be stabilized laterally. This can be done in such a way that the chords (especially the upper chords) of adjacent truss girders are stiffened against each other in a truss-like manner by means of diagonal bars. These diagonal bars have to be fastened and loosened again and again during assembly and disassembly.

For the purposes of forming the formwork, it is advantageous to use this Lateral rigidity can be achieved by means of sheet metal as a bridge between neighboring ones Trusses. In the case of full-part or large-part lattice girders, this would be the case lead to unwieldy and heavy elements. However, the lamellar design allows the division into small, light, so-called spatial frameworks, which consist of two means Sheet metal and light bars laterally stiffened half-timbered lamellas exist (see cross section in Fig. 45). These space frame slats are also against Force components stable in the direction perpendicular to the main bearing plane. Normally the slats are installed in such a way that, viewed in cross-section, the lower chord on the right on the right, left lower chord is connected to the left of the following slat. The upper chord then forms a continuous sheet metal strip. Placed directly next to each other such lamellar strips result in a closed formwork.

The lamellar strips can also be laid at intervals from one another will. Then formwork-free strips are formed in the upper chord level. these can with hollow stone ceilings are bridged by hollow stones (Fig.46). For the Gu.ß of solid concrete slabs become BI-strip bridges from slat support to slat support relocated (Fig. 47). The lamellar strips are then expediently laid so that their Main support levels have the same distance from each other. Then the slats can too be mounted in such a way that the right lower flange is connected to the left and the left to the right will. This results in a lateral bond between the lamellar carriers, which not only significantly increases the lateral stiffness, but also a lateral load distribution achieved in a way previously unknown in other metal formwork systems (see floor plan Fig. 48).

Formwork made from double girders is much more torsion-resistant than one made from Single carriers. With them, therefore, such formwork can be produced that are sometimes subjected to torsion when casting concrete, such as B. the side formwork of girders, which is twisted by the liquid pressure of the concrete. For the purpose the side formwork is, according to the invention, the horizontal sheet metal connecting the girders led down and stiffened on one side or on both sides of the carrier, such as this is shown schematically in Figure 49. A carrier floor can be at different heights be connected laterally. The formwork can be made from two such double girders for a reinforced concrete beam that can be changed in width and height.

The joints of the lamellas are similar to the invention Joints according to the invention are carried out by reinforced concrete slats. The top chord is bumped in its upper zone, so wavy in its lower zone or toothed or otherwise shaped so that the transverse forces are absorbed (Section 51). If the lower chord is made of round steel continuously or only at the joint, then a turnbuckle sleeve screwed on.

There is another important advantage here; because it can the locks are tightened so much that the lower beam is shorter than the top chord so that the girder arches upwards. This can be used arithmetically Cancel the deflection of the structure to be determined as a result of assembly and payload and even give the ceiling the desired permanent elevation. Formwork beams can be screwed together lying on the floor.

The joints in the top chord are expediently through lateral, rotatably attached tabs y held together (Section 5a). Then the Brackets can also be tilted on their side during assembly. Improve the side flaps also the lateral stability of the straps. The middle of the field on The next lying joint is given a tensioning device according to Figs. 53 and 54 or a another easy-to-use and quick-to-release lock. The porters can then be assembled as a whole.

After the reinforced concrete has hardened sufficiently, the metal formwork is dismantled in such a way that the middle turnbuckle sleeve is loosened until it can be detached. At this point the formwork support consists of two parts of roughly the same length, which sink towards the center of the field. At the support, the lower chord is pushed forward to just before the wall. When lowering, the support part rotates downwards, and its lower chord end is supported against the wall at a certain inclination. Then, when lowering further, the upper chord support plate is pulled out of the wall (Fig. 5o).

The side support piece resting on the wall can be moved The hardening of the ceiling can be conveniently removed from the load-bearing wall, if that is on the load-bearing wall on the upper chord end of the formwork beam, for example a shaft e is rotatably mounted, which is in: a hasten d, which is at the same time is withdrawn with the formwork beam from the load-bearing wall. Understandably the resting ends of the formwork support could also be designed in a different way so that the formwork beam is easily pulled off the load-bearing wall when it is lowered can be.

Claims (3)

PATENT CLAIMS: i. Bending and shear-resistant structural element, in particular made of reinforced concrete, or auxiliary construction element made of other material with bending, shear and torsion-resistant butt joint for the formation of bending-resistant, immediately resilient components or auxiliary construction parts, characterized in that the abutment surfaces of the pressure and Shear zones for free, unconnected, through direct or indirect contact effective transfer of bending, torsion, normal and transverse forces with the opposing surface uneven, preferably zigzag or wave-shaped and the ends of the Tension-absorbing parts of the construction or auxiliary construction element for mutual axial connection by means of connecting means that are continuously adjustable in the axial direction set up, preferably with: threads for turnbuckles are provided. 2nd push of construction elements or auxiliary construction elements according to claim i, characterized in that that the abutting surfaces that come under compressive stresses nestle against one another. 3. joint of components, in particular made of reinforced concrete, according to claim i, characterized in that between the components there are intermediate bearings made of other material, for. B, made of lead or sound-absorbing material, which are adapted to the abutting surfaces of the components or cling to them plastically. q .. Joint according to claim 2 or 3, characterized in that the pressure belt face: surface or the corresponding surface in the case of non-structured construction or auxiliary construction elements is perpendicular to the direction of compressive stress. 5. Joint according to claim 2 or 3, characterized in that the pressure belt face is symmetrical to the main support plane in plan, is dovetail-shaped, corrugated or toothed or has another suitable shape for absorbing the stresses from torsion or side forces directed perpendicular to the main support plane. 6. Shock according to one of claims i to 5, characterized by such a shaping of the end faces of the central zone that compressive stresses from shear forces are transmitted evenly and well even with a changing sense of direction. 7. Joint according to one of claims i to 6, characterized in that the joint surfaces for absorbing compressive stresses are designed to be larger than the corresponding normal cross-sectional surfaces of the construction or auxiliary construction element. B. Joint according to one of claims i to 7 of reinforced concrete or auxiliary construction elements, characterized in that the end face is furrowed by channels which allow cementing of the joint. G. Joint according to one of Claims i to: 8 of reinforced concrete construction or auxiliary construction elements, characterized by accessible reinforcement ends. ok Process for the production of reinforced concrete structural or auxiliary construction parts according to claim i or with butt ends according to one of the claims i to g, characterized in that the reinforcement is kept under tensile prestress until the hardened concrete can absorb it, thereby coming under compressive stress. i i. Reinforcement of reinforced concrete structural elements or auxiliary structural elements according to one of claims i to io, characterized in that the end cross-sections are equal to or somewhat larger than the average cross-section. 12. Construction or auxiliary construction element according to one of the claims i to ii, characterized in that it is a handy or dimensioned for light construction machine operation as a slat. B. is a component cut out at any point in the construction, independent of R-Zomentzeropunkte, of a construction part which is designed in any of the three spatial directions and is somehow stored. 13. Lamella nachAnspruch iz, characterized by curved axes of their components. 1q .. lamella according to claim i2 or 13, characterized by the shape of a thin disc in the direction of the main load or consisting of several such discs. 15. Slat according to one of claims 12 to 14, characterized in that only part of its abutment surfaces is designed according to one of claims i to 9 or claim ii. 16. Slat according to claim 15, in particular for the formation of walls, characterized in that the thin disc lying in the construction plane is stiffened by lateral webs. 17. Slat according to claim 16, characterized in that the webs as holding organs for insulating body to be attached, for. B. plates od. Like. Are formed. 18. Slat according to one of claims 12 to 17, characterized by reinforcements in both edge zones for mutual stresses. i9. Slat according to one of Claims 12, 14, 15 or 18 in the form of a grate. 2o. Slat according to claim 19, characterized in that its transverse panes are designed as roof battens. 21. Slat according to one of claims 12 to i9, characterized in that it is designed as a partial formwork for concrete structures to be cast monolithically. 22. Slat according to one of claims 12 to i4 or 21, characterized in that it is a shell body made of another material, for. B. made of fiber concrete contains. 23. Slat according to one of claims 12 to 19, 21 or 22, characterized in that the cavities between the upper and lower surface of the construction contain sound and heat-absorbing bodies which can be an integral part of the slats used as formwork. 24. Lamella according to one of claims 12 to 23, characterized by its extension in three spatial axes, preferably in the form of a corner or ridge lamella. 25. Slat according to one of claims 12 to 24, characterized in that it is part of a truss construction, that is, it is not designed as a solid wall. 26. lamella, in particular prefabricated part made of reinforced concrete for tunnel construction according to claim 12, 14 or 18, characterized by a head and a foot made of plastically deformable or elastically resilient material, such as. B. wood. 27. Slat according to one of claims 12 to 26, characterized in that its dimensions are chosen so that it can be used both for wide-span constructions with small loads as well as for tightly .spanned with larger loads. 28. Lamella according to one of claims 12 to 27, characterized by a visible marking of the permissible cutting forces. 29. Slat according to one of claims 12 to 23, 27 or 28, characterized in that it is shaped so that some of its components form a partial load-bearing slat construction after merging with other slats and the other components are shuttering-forming for a reinforced concrete cast construction, which after hardening together with the lamellar construction has a full load bearing effect. 30. A method for producing lamellas made of reinforced concrete according to any one of claims 12 to 21, characterized by the use of metal, in particular steel formwork and preferably machines. 31. A component made of reinforced concrete slats according to one of claims 12 to 30, characterized in that reinforcing steel of different qualities or different cross-sections with the same quality in slats to be joined together is joined by a normal turnbuckle in order to create reinforcement levels. 32. Building using slats or components according to one of claims 12 to 31, characterized in that the slats are mounted in a lateral association. 33. Structure according to claim 32 or from slats according to one of claims 12 to 2o, 23 to 28 or from components according to claim 31, characterized in that static compensations are created by changing the spacing of slats. 34. Structure according to claim 32 or 33 or from lamellas according to one of claims 12 to 20, 23 to 28 or 30 or from components according to claim 31, characterized in that it can be dismantled. 35. Stollenausklei.dung according to one of claims 32 to 34, characterized in that the ceiling is mounted from a latticework of slats according to one of claims 12 to 15, 18, 19, 26 to 28, which has a mesh size such that small , loose pieces of rock fall through the grille or are pushed through it. 36. A method for assembling building structures according to one of claims 31 to 35 or from slats according to one of claims 12 to 30, characterized by the use of walking supports. 37. A method for assembling building structures according to one of claims 31 to 35 or from slats according to one of claims 12 to 36, characterized in that the slats are mounted in a cantilevered cantilever. 38. Support system according to one of claims 34 to 37, characterized in that 8 of its slats form a metal formwork, in particular for reinforced concrete structures. 39. Lamella for support systems according to claim 38, characterized in that two individual juxtaposed lattice girder pieces are rigidly connected to one another to form a space framework. 40. Slat according to claim 39, characterized in that the horizontal shuttering sheet connecting the carrier pieces is led down on one side or on both sides as side shuttering and is supported. 41. Support system made up of lamellas according to claim 39 or 4o, characterized in that carriers laid parallel to one another at a distance can be bridged by metal sheets at the level of the upper chord or the lower chord or by hollow stones. 42. Support system made of slats according to claim 39 or 40, characterized in that the slats are connected to one another at the corners like a checkerboard. 43. Formwork girders of support systems or of lamellas according to one of claims 38 to 41, characterized in that it can be divided in the center of the field and that the support ends on the wall are designed so that the girder can be lowered in a hinge-like manner after the ceiling has hardened . Formwork support according to claim 43, characterized in that the wall-side upper chord ends of the support end in a box-like joint. Cited publications: USA.-Patents Nos. 1 174 931, 1 448 854, 1 456 345, 1 853 645; Hütte, 11I, 26th edition, pp. 835 and 865; M oe rs ch, "Der Eisenbetonbau", Vol. 1I, 192.6, p. 187; Moersch, "Spannbetonträger", Stuttgart, 1943; K 1 ein 1 oge 1, " Prefabricated constructions in concrete and reinforced concrete ", 2nd edition, p. 103 ff; Bittner," Momententafeln und Influence surfaces for cross-reinforced reinforced concrete slabs ", Vienna, 1938; G i rkmann," Flächentragwerke ", 2nd edition, Vienna, 1948, p .487; B-üttmann, "Kreuzwerke undträgerroste", 1940 Regulations of the German Aus shot for reinforced concrete, 1943; DIl '\? 41og, April 1944; DIN 4225; DIN 47o1, August 1944; DIN 52 611, August 1944; "Beton und Eisen" magazine, issue 10, 1941, p. 3/4; Issue 11, 1940, "Fundamentals for the Execution of Prestressed Concrete Girders"; Journal "Der Bauingenieur", 1923, p. 354 ff; "Engineering News-Record" magazine, November 21, 1940, p. 56.