FI83558C - Concrete frame system for building - Google Patents

Description

83558

The present invention relates to a concrete frame system according to the preamble of claim 1.

When manufacturing vertical columns and horizontal beams at the factory, the aim is to produce products in which the production series become as long as possible and the production technology rational, but also the product range sufficiently diverse.

The prior art comprises numerous alternative manufacturing methods and joining methods for columns and beams. The most used solution at the moment is to use a continuous vertical frame with short beams. In this solution, the vertical frame elements or pillars are uniform, always up to three, four storeys high or extended from individual pieces as long as possible. In this case, the horizontal frame beams extend into the columns, and the beams are supported by different column brackets.

The disadvantages of this solution are e.g. the effect of increasing the manufacturing costs of numerous pillar consoles, the need for individual design, the need for individual formwork equipment. If it is desired to change the cross-section of the column in layers according to the load, the column cannot be manufactured using standard molds. In the presented solution, the horizontal beam does not function as a continuous beam, but as a so-called single-bore support, in which case the height of the beams is about 20% higher than normal.

On the other hand, continuous horizontal beams and single-story high pillars have also been used. The system has been used mainly in in-situ casting construction. However, the use of this solution in prefabricated construction has been rare. Of course, double-hole brackets have been used, but the main obstacle to the use of longer single brackets has been the lack of a suitable connection method.

2 83558 In the construction of elements, efforts have been made to make joints between rigid beams and columns by making the columns and beams hollow elements. The pillars were then floor-high and the beams extended from pillar to pillar. By placing steels at the ends of the hollow elements, which pass through the incoming joint, and finally casting the elements with concrete, a satisfactory joint has been obtained.

With the help of said method, embarrassing consoles have been eliminated, and the pillar and beam frame have been made to function as a continuous structure. However, the considerable reinforcement work required at the construction site at the construction site must be considered a drawback.

Finally, it is worth mentioning the rare solution in which the end steels are made to extend beyond the actual end of the element by the gripping distance of the steel when manufacturing the elements. However, this solution can only be used in exceptional cases.

The most conventional method of manufacturing a column and a beam is a mold casting method in which individual wood or steel molds are made for the columns and beams. The molds are almost always horizontal and the casting takes place with relatively flexible concrete, by manually feeding the flexible concrete from the concrete hopper into the mold, after which the concrete is vibrated with high-frequency vibrators or vibrators in the mold. The charges and brackets have been machined into the molds before casting, as have the individual steels required by the elements.

Alternatively, the columns and beams are made with long prestressing substrates, whereby a row of molds is formed on the elongate casting substrate.

The actual steeling and prestressing of the elements has been completed before the actual casting of the elements.

Il 3 83S58 tension release is then carried out after casting the concrete has reached the release strength.

Disadvantages of the above-mentioned manufacturing method include e.g. the need to use flexible concrete due to underdeveloped compaction technology, which results in a long setting time for the concrete and, in addition, a considerable amount of cement is required to achieve a high final strength. Reinforcement work is very labor intensive, as is the construction of molds. Consoles that come in mold reservations require a lot of mold work and a lot of reinforcement work in the console steels.

The object of the present invention is to eliminate the disadvantages of the technique described above and to provide a completely new type of concrete column system.

The invention is based on the fact that the concrete columns are manufactured in a desired mold by means of a vertical casting machine, so that a very rigid concrete mass is used in the manufacture and a cavity is formed in the middle of the columns. After the column has hardened, prestressing steels are fitted to the cavity, which are post-stressed against the column. A curable mass is injected around the stressed steels. In addition, the cavities of the columns according to the invention are shaped so as to form a channel for prestressing steels so that the channel is located as centrally as possible in the element and the wall part of the channel is shaped, for example with a continuous thread, for better adhesion.

More specifically, the system according to the invention is characterized by what is set forth in the characterizing part of claim 1.

The solution according to the invention achieves considerable advantages.

The connection technology according to the invention, the advanced manufacturing technology and the manufacturing system allow for an individual product and a fastening solution utilizing mechanized production technology. Thus, the final pillar typically consists of several different pieces, each of which corresponds in load characteristics to the exact need and the desired architecture of the application. In addition, it is characteristic of the system that the joints are rigid, whereby e.g. the bending moment is transferred from the beams to the columns, and the structures then function as circumferential continuous structures, which are advantageous in the building erection phase for construction technology and final structure stability. In addition, the system allows freedom e.g. for the use of retrofit brackets, grips, brackets, spacers or structural components.

Due to the very high strength of the products due to the developed manufacturing method, quite high tensile forces and amounts of tendon braids can be used if necessary. In this case, a constant bending moment capacity is created on the column in all directions so that the beam structures can be rigidly connected to the columns and the support moment can be transferred to the columns without the need for additional reinforcement locally at all. The load-bearing capacity of the structure is thus examined by utilizing catalog products by selecting the correct column dimension from the catalog and determining the required prestressing force. Thus, the elements can also be manufactured without knowing the actual application in advance. Later, after the application has been selected, the column pieces are joined and cut, e.g. by sawing, to the exact delivery dimension required by the object, after which they are post-tensioned and the cavity is filled with a curable mass.

Because the tendon braids in the columns made according to the system are located at the center of the structure, the protective concrete layer of the column steels against corrosion and fire is substantially larger than usual compared to the steels being located close to the surface of the element. In addition, since the steels are stressed, no compressive force is generated on them during the measurement of the column shell s 83558. In this case, there is also no danger that the steels will tend to cause tensile stresses in the column structure on the concrete part when the column is compressed by the normal force. Thus, for elements made according to the system, it is customary not to use fork reinforcements or longitudinal press steels close to the outer surface. Thus, the elements manufactured according to the system contain only the central tendon braids, and no other actual reinforcement is usually required.

The pillars used in the system can be cast in such a way that each mold is unique in terms of appearance, dimensions, surface structure and reinforcement. With the developed casting machine, casting takes place using very rigid concrete by a rolling method in which conventional high-speed cheese vibrators are not used at all. Due to the efficiency of the rolling process and the very rigid concrete, the strength of the columns produced according to the casting process is considerably higher than before (instead of the current strength classes 20-40 MN / m2 instead of 50-150 MN / m2) · Thus the columns produced by the method are substantially thinner than conventional structures. material savings are achieved. Thanks to the prestressing method, the stress disturbances in the tendon braids also remain small. In addition, it is typical of the manufacturing method that the length of the column can be easily adjusted during manufacture.

The invention will now be examined in more detail by means of application examples according to the accompanying drawings.

Figure 1 shows a cross-sectional side view of one concrete column system according to the invention.

Figure 2 shows a cross-sectional side view of a casting machine with which concrete nipples used in the system according to the invention can be manufactured.

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Figure 1 shows application examples of product applications made according to the system. The column structure 1 provided with the longitudinal cavity 15 can be installed on site and post-tensioned in the finished structure. In this case, the column 1 is anchored to the foundations 3 via the first tension anchor 2. For the joint 5 of the column 1 and the beam 4, holes are drilled in the hardened concrete at the construction site for the fastening bolts 6 for fastening the beam 4, after which the actual beam 4 is fastened with mechanical fasteners. In the connection 7 there is a separate bracket 8 is respectively retrofitted by drilling holes in the column 1 and fastening the bracket 8 with bolts 9 through the holes in the column 1. The column extension 10 is realized by shaping the column pieces may occur. In the joint 11, a separate steel structure 12 is installed between the column pieces, which at the same time acts as a column extension and a beam support, so that the beams do not have to be fastened separately but are guided into their correct position due to the notching effect. The figure marked with the symbol A shows a cross-section of the pillar 1 at the joint 11. Correspondingly, in the joint 13, the beam structure 14 is connected as an extension of the column 1, whereby the prestressing force of the tension braids 17 tensioned in the cavity 15 between the first 2 and the second tension anchors 16 binds the joint 13 rigid. In the post-tensioning, the anchoring of the tendon braids 17 can be carried out using separate mechanical anchoring pieces 2 and 16 or by an adhesive anchoring method. After stressing, a curable mass is pumped into the cavity 15.

The column structure 20 is correspondingly pre-assembled and tensioned at the factory. At the same time, a basic foot portion 21 is attached to the column 20, so that a separate connection to the foundations is not required. The beam part 22 is also connected between the column pieces so that the actual connection between the columns and the beam 7 83558 at the construction site no longer has to be carried out. In connection 23, respectively, a steel or high-strength concrete column-pillar / bracket charge is connected as part of the circuit structure. Such a developed concealed pillar extension / cantilever part does not need to be separately cast on the construction site, because the steel / concrete structure or a high-strength concrete structure combined as a concrete part with visible parts has sufficient fire resistance and compressive strength capacity as the actual circuit structure. The figure marked with the symbol B shows a cross section of the column 20 at the joint 23. The figure marked with the symbol C, in turn, shows an alternative solution for the cross-section of the column 20 at the joint 23. The connection / bracket part can always have the desired shape depending on the associated beam structure and the construction technology used.

The beam 14 can also be connected to the end of the structural column 20 by mechanical fasteners 24, which ensure the rigidity of the joint. Various fasteners can also be placed in the column structure 30 already during casting, such as column shoes 31. The gripping plates 35 or concealed brackets 32 required for other fastening needs can also be installed when casting on the column during the production of spiral parts of longitudinal cavities 15. The joints 33 of the column joints need not be limited to the junction of the columns or beams or to the junction of the brackets, but may also be freely located according to the joint 33 between the floor height or at a desired point in the structure. The upper connection 34 can also be made with the end of the tapered pillar 30. The figure marked with the symbol D shows this solution as a top view. The column pieces manufactured according to the system may be of the desired shape, size and have the desired surface structure, as in the column structure 40. Figures E, F, and G show the cross-sectional shape of each column section of the column structure 40. In this way, free design flexibility is achieved without interfering with the manufacturing system of the structure. Thus, for example, 8 83558 architecturally meaningful components 41 or architectural brackets 42 and 43 can be connected. The column structure 40 can also be provided with a divider 44. The size and shape of the structure can also be varied, taking into account the design conditions and the load capacity requirement of the structure.

A typical column according to the system is thus assembled, for example, from the individual column pieces required in each floor and from other spacers required for the fastening or installation of the beams.

Figure 2 shows a typical column casting machine for producing column elements according to the system. The mold of the casting machine comprises vertically shaped mold flanges 50, which may be individual in their horizontal and vertical dimensions as well as their surface structure. The mold also includes a base portion 51 which is height adjustable. It is typical of the manufacturing method that the column pieces 61 are relatively short, approximately 1-2 layers high. The actual casting 52 is mounted on the mold flanks 50 before casting begins. The casting machine 52 is moved from the lifting loop 53 onto the mold using an auxiliary crane (not shown). In this case, the threaded tube 54 projecting from the casting machine 52 extends through the casting mold all the way to the bottom 51 of the mold, relying on this. The threaded tube 54 forms a longitudinal hole in the center of the column body 61, which is utilized in the post-tension of the columns.

The actual casting is started by introducing a very rigid concrete mass 56 into the casting hopper 55. The casting is started by starting the motor 57 of the casting machine 52, which rotates the feed screw 59 by means of a first belt 58 and a threaded tube 54 by a second belt 62. When the mold 50, 51 begins to fill 54 and the threaded portion 60 therein begin to shape the concrete so that the concrete gradually compacts. Compaction of the concrete becomes effective only when the mold 50, 51 is completely filled with concrete.

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9 83558 and the feed screw part 59 form a pressurized space in the mold 50, 51. The actual sealing thus takes place under pressure due to the shaping movement of the helical tube 54 and in particular its threaded part 60, whereby the concrete mass cuts internally and at the same time compacts. When the concrete has reached a sufficient density, the casting can be stopped. Because the concrete is very rigid, it remains in the shape to which it has been modified at the end of the casting moment. The casting machine 52 is detached from the casting mold by lifting the lifting loop of the casting machine 53 and at the same time rotating the threaded tube 54 so that the threaded tube winds up along the threaded shape in the rigid concrete mass and does not break the concrete structure. Thus, the rigid concrete remains in the helical shape formed by the helical tube 54, the purpose of which is to obtain a good anchoring capacity for the tendon braids 17 in the final structure and the curable mass surrounding them.

The column piece 61 now remains in shape immediately after casting and can be moved up from the mold to the final heat treatment furnace, if necessary. In this case, a shaft (not shown) is threaded into the hole formed in the middle of the column body 61 and locked in the base part 51. Utilizing the shaft and the base part 51, the uncured column body 61 can be lifted from the mold, provided of course sufficient release or opening.

The size and shape of the mold can be as desired so that square, circular, oval or multi-shaped pieces are possible. In addition, before the actual casting, gripping steels can be placed in the column mold, such as, for example, complete column shoe reinforcement on the base 51 or column brackets or gripping plates in the intermediate parts of the mold. All the side surfaces of the column 61 are of a very high quality due to the fact that all the sides have a steel-mold surface, and the manufacturing technique guarantees a good tightness to the concrete.

ίο 83558 According to the system, separate console spacers or architectural pieces are manufactured elsewhere in such a way that they are ready to be incorporated into the final pillar element as part of the structure and thus do not complicate the production of actual standard pieces using rational production technology.

The concrete mass of the elements manufactured according to the system is chosen so that the concrete does not crack in the event of a fire or under load. However, the system does not require any special properties for the concrete, but the very rigid concrete used in the method as such ensures that the above requirements are met. In the event of a fire, the most important thing is that the concrete contains a sufficient number of protective pores, so that the moisture in the concrete can escape without causing cracks in the concrete structure. Cracking can also be eliminated by using in fibers e.g. fibers (steel fiber, fiberglass, polypropylene fiber, mineral fiber, carbon fiber) and additional blowing agents.

The above-mentioned fibers can also be used in the filling of the cavity in the columns in order to eliminate the tensile stresses caused by the prestressing force. The pillars according to the system can be connected as part of a concrete beam frame or a steel beam frame.

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Claims (1)

11 83558 Claim: A concrete frame system comprising - concrete vertical columns (1, 20, 30, 40) consisting of at least two overlapping column sections, each with a longitudinal through cavity (15), - between the columns (1, 20, 30, 40) or between the column sections adapted support structures (6, 12, 22, 35) for fastening the horizontal elements (4, 14) to the columns (1, 20, 30, 40), which support structures (6, 12, 22, 35) comprise the cavities (15) of the columns ) through the structure so that the overlapping column portions with the support structures (6, 12, 22, 35) form a composite column structure (1, 20, 30, 40) with a continuous, preferably coaxial cavity running through the entire structure. (15), and - a unitary prestressing cable (17) arranged to pass through the cavity (15), which is tightened and locked to the tensile stress in connection with the ends of the column structure (1, 20, 30, 40). with locking elements (2, 16), characterized in that - the cavity (15) is provided with a form groove, at least for the column pieces (1, 20, 30, 40), e.g. . for example by a spiral, and - each prestressed cable (17) is surrounded by a hardened mass which locks the cable permanently in place. 12 83558 Betongramssystem som omfattar - vertikalpelare (l, 20, 30, 40) av betong, bestä-ende av ätminstone tvä ρέ varandra anordnade pe-lelelement, av vilka vart och et uppvisar ett i längdriktningen genomgäende hälrum (15), - i pelarna (1, 20, 30, 40) or on the side elements (6, 12, 22, 35) for the horizontal element (4, 14) ρέ pelarna (1, 20, 30, 40), vilka bärkonstruktioner ( 6, 12, 22, 35) the genomic construct of the end-to-end strain, with the same strainer as the stem (15) and the setting of the stem, having an additional ligand with the stem element of the stem (6, 12, 22, 35) in the case of a structure (1, 20, 30, 40) of the same type, with upstream and downlink, coaxial helium (15), of which the genome has a structural construction, and - a minimum of the same strength (17) (15), and where there is spindle and under drag span means a seat (2, 16) with an anchor on the side of the pelvic structure (1, 20, 30, 40), a swath of the drawbar (15) and an auxiliary stone for the pelvis (1, 20, 30, 40) form, which is exempt from the spiral, och - varje förspänd vajer (17) är omgiven av härdnad massa, som läser kabeln slutgiltigt i dess ställ-Ning, II