• 专利附录
  • 专利说明
  • 权利要求
  • 类似技术
  • 同族专利
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    • 专利摘要:
    The invention relates to a method for producing a reinforced concrete tower structure (1) with at least one cavity (35) extending in the longitudinal direction, wherein double wall elements (2) are respectively substantially first along a circumference (12) of the tower structure (1) an outer plate (3) and an inner plate (4) in a vertical or inclined position to form vertical outer joints (5) between adjacent outer plates (3) and vertical inner joints (6) between adjacent inner plates (4) are placed, the double wall elements (2 ) are secured in its juxtaposed position against falling over, then in the region of the vertical outer joints (5) between the outer plates (3) and the vertical inner joints (6) between the inner plates (4) a horizontal reinforcement (9) is installed, thereafter the vertical outer joints (5) and vertical inner joints (6) between the double wall elements (2) suitably closed and di e Double wall elements (2) filled with filled concrete (23). This is repeated until a desired total height of the tower structure (1) is reached.
    公开号:AT513261A4
    申请号:T50480/2012
    申请日:2012-10-30
    公开日:2014-03-15
    发明作者:Johann Dr Kollegger
    申请人:Univ Wien Tech；
    IPC主号:
    专利说明:

    102012/50480 1 T16972
    Method for producing a reinforced concrete tower structure
    The invention relates to a method for the production of tower structures made of reinforced concrete with the features of the preamble of claim 1, as well as tower structures produced by this method.
    From the state of the art in the manufacture of reinforced concrete tower structures, the use of climbing formwork, sliding formwork or the use of large-sized finished parts with grouting joints or dry joints, which are übeidruck by a bias applied by Spanngliedem bias known.
    Climbing formwork and slipforming are often used for the construction of reinforced concrete tower structures. A disadvantage of these two methods is that the formworks are supported on the last concrete construction section and therefore the production rate depends on the hardening process of the concrete.
    Faster construction progress is possible if large-size reinforced concrete precast elements are used to construct the tower structure. The disadvantage of building with large prefabricated parts are the numerous horizontal joints in the tower structure. Additional vertical joints are required if the dimensions of the tower structure become so large in a horizontal section that the segments can no longer be transported in one piece. Large ring segments must therefore be halved or divided by three for reasons of transport.
    The formation of the joints causes an additional expense. Vertical joints can be closed by a joint insert and an annular preload or screw connection. Horizontal joints are often sealed with a potting compound and acting in the longitudinal direction of the tower structure bias and suppressed. The disadvantage here is that the assembly progress depends on the outside temperatures, because the potting compounds usually can only be processed in a temperature range of + 5 ° C to + 30 ° C. Alternatively to the arrangement of a potting compound in the horizontal joints, the top and bottom surfaces of the finished parts can be processed by grinding or milling and the finished parts are mounted directly on top of each other with a dry joint. Installation with dry joints offers the advantage that no consideration has to be given to the outside temperatures. On the other hand, the disadvantage is the additional effort required for dimensionally accurate machining of the joints by grinding or milling. Another disadvantage of the prefabricated construction is that in the joints between the finished parts no reinforcement made of reinforcing steel is available. In the vertical joints of this disadvantage can be compensated by screw, but this creates an additional expense for the production of steel components for the screw. Pressing the joints with a preload causes additional compressive stresses in the concrete, which are detrimental to the stress of the tower structure to fatigue.
    It is therefore an object of the present invention to provide a method that allows a faster construction progress, as is the case with in-situ concrete by means of climbing formwork or slipforming, and at the same time avoids the occurring in the precast construction horizontal and vertical component joints without continuous reinforcement.
    These objects are achieved by the method steps indicated in the characterizing part of claim 1. Advantageous developments of the invention are defined in the subclaims.
    In a method according to the invention for producing a reinforced concrete tower structure with at least one longitudinally extending cavity in the interior of the tower structure, first, double wall elements comprising, along a circumference of the tower structure, an outer panel and an inner panel in a vertical or inclined position to form vertical outer joints - then the double wall elements are secured in their juxtaposed position against falling over, - then a horizontal reinforcement is installed in the area of the vertical outer joints between the outer plates and in the region of the vertical Innenfixgen between the inner plates - the vertical external joints and vertical internal joints between the double wall elements are closed, depending on the version, with filled concrete, grout, silicone or a sealing tape sen, - thereafter, a arranged along the circumference of the tower structure platform is raised by a section height, - the double wall elements are filled with filled concrete and 3 3 1 [10 2012/50480 - the above steps for producing a construction section with a section height, which is substantially corresponds to a height of the double wall elements, are repeated until a desired total height of the tower construction is achieved.
    Compared to the known methods for the production of tower structures with finished parts, the inventive method has the significant advantage that not complex, often annular or curved manufactured steel formwork for the production of finished parts are required. Advantageously, the production of any component shapes without additional effort for the production of steel formwork is possible because the geometry of the tower structure is controlled by the dimensions of the double wall elements. Level double wall elements are also much easier to transport than large, shell-like curved finished parts in circular segment or circular ring shape. In addition, in the manufacturing method according to the invention, the lifting weights of the assembled finished parts are lower than is the case with shell-shaped curved finished parts.
    It should also be mentioned as an advantage of the manufacturing method according to the invention that all vertical Vergussfugen or kinenfugen and outer joints have a continuous horizontal reinforcement, which is why the strength of the tower structure according to the invention is increased.
    An annular prestressing or a connection with steel structural fixtures in the areas where the known from the prior art annularly curved precast parts must be divided or halved or divided for transport reasons, is particularly advantageous in the construction of a tower structure in the invention is not required.
    The designation of a horizontal or vertical position, as used in the present application, for example, for internal joints, outer joints or the reinforcement, refers continuously to the location and arrangement of the finished erected, substantially vertical tower structure.
    In a particularly advantageous variant of the method for producing a tower construction according to the invention, the securing of the erected double wall elements against falling in the construction state takes place in that - the double wall elements are placed on a flat pre-assembly in a vertical or slightly inclined position on the ground, - the double wall elements temporary supports are held in their erected position, - the double wall elements are aligned so that the lower edges of the outer plates and the inner plates are each in a horizontal plane, - the double wall elements are non-positively connected to a tensile structure, - then the temporary supports are removed, - The tensile structure is raised from interconnected double wall elements, - The tensile structure is discontinued on a perimeter of the last eirichten construction section of the tower construction and finally - In precise position a directed wild.
    Advantageously, compared to the known methods for the production of tower structures with a climbing or sliding formwork in the process according to the invention, the proportion of reinforcement work along the height of the tower construction lower because the majority of the reinforcement is arranged in the double wall elements. In a pre-assembly of entire surface structures on the preassembly advantageously no reinforcing work at high altitude instead, and thus the construction of a tower construction according to the invention are particularly safe and relatively inexpensive.
    Appropriately, in a method according to the invention for the manufacture of a tower construction, the securing of the double wall elements against falling over after setting up on the circumference of the last built section of the tower structure by attachment to rails of a climbing formwork. In contrast to methods known from the prior art, it is therefore not necessary to wait for the hardening of the in-situ concrete to load the fastening elements for the advancing climbing formwork.
    In a particularly advantageous variant of a method according to the invention for producing a tower construction, the double wall elements are set up in such a way that a joint width of the vertical outer joints and / or the vertical inner joints between adjacent double wall elements is from 5 mm to 40 mm.
    Advantageously, vertical outer joints or inner joints with a small joint width can be closed particularly easily and reliably. At the same time, the inventive 5 5
    31-10τ2012
    Arrangement of double wall elements to a polygonal, such as hexagonal, octagonal or dodecagonal, cross section of the tower structure the advantage that small joint widths sufficient for a stress and strain compensation between adjacent double wall elements.
    In an advantageous development of a method according to the invention for producing a tower construction, the vertical outer joints and / or the vertical inner joints are filled with a grouting mortar. As grout conventional mortar qualities are used.
    Suitably, in a manufacturing method according to the invention, the double wall elements are positioned so that a joint bending of the vertical outer joints and / or the vertical inner joints between adjacent double wall elements are closed with formwork elements and the filling of the vertical outer joints and / or the vertical inner joints simultaneously with the filling of the double wall elements done with filled concrete.
    Advantageously, in a manufacturing method according to the invention, the working platform and the formwork elements for the vertical outer joints and / or the vertical inner joints mounted on a climbing formwork and fasteners for the climbing formwork are arranged in the double wall elements. Thus, a particularly rapid construction progress is possible because the fastening elements of the climbing formwork are arranged in the double wall elements. In contrast to methods known from the prior art, it is not necessary to wait for the hardening of the in-situ concrete to load the fastening elements for the advancing climbing formwork. The loads from the weight of the climbing formwork, from the load of work platforms and wind forces are introduced via the fasteners in an already hardened concrete prefabricated double wall elements.
    Appropriately, in a method according to the invention for producing a tower construction, the double wall elements are mounted on a layer of epoxy resin during assembly on the previous construction section of the tower construction and thereby the horizontal outer joints between superimposed outer panels and / or the horizontal inner joints between superimposed inner panels through the layer made of epoxy resin. Epoxy resin for closing the horizontal joints offers the advantage that a particularly robust joint material with a high modulus of elasticity and high tensile strength is used. 6 6 $ 1'10 £ Ö12 ίΐ0 20ϊ2 / 50480
    In a particularly advantageous variant of a production method according to the invention, the double wall elements are placed during installation directly on the previous construction section of the tower structure and the horizontal outer joints and / or horizontal inner joints are formed as dry joints.
    Advantageously, in a further alternative embodiment of a method according to the invention for the manufacture of a tower construction, the double wall elements are placed at a distance on the preceding construction section of the tower construction, the horizontal outer joints and / or horizontal inner joints being closed with shuttering elements and the filling of the horizontal outer joints and / or or horizontal internal joints with grout. The spacers have the advantage that unevenness at the upper edges of the double wall elements or slight deviations from the horizontal position of the upper edges of the already built in the previous construction section double wall elements in the current construction section can be compensated.
    In a further preferred embodiment of a manufacturing method according to the invention, the double wall elements are placed during installation on the previous construction section of the tower construction on Distanzhaltem with a height of 20 mm to 50 mm, then the horizontal outer joints and / or inner joints are closed with formwork elements and filling the horizontal External joints and / or internal joints occur simultaneously with the filling of the double wall elements with concrete. In this production variant, the spacers are poured after adjusting or leveling differences between the previous and the current construction stage in the horizontal inner and / or outer joints with concrete and thus the load of the overlying wall elements is distributed evenly along the entire building cross-section.
    A further variant of a method according to the invention for producing a tower construction is expediently characterized by a sequence of the following assembly steps during assembly of the double wall elements on the pre-assembly station: in a first step, only the vertical outer joints between the outer panels are closed and open vertical inner joints remain between the inner panels - in a second step, a horizontal reinforcement is installed in the area of the vertical outer joints between the outer plates or the vertical inner joints between the inner plates, 7 -10 ^ 012 £ 014,1 10 2012/50480 - the double wall elements will be in the area of vertical outer joints and the vertical inner joints are frictionally connected to each other and - the vertical inner joints between the inner plates are closed with formwork elements.
    In a further alternative of a method according to the invention for the production of a tower construction, the following assembly steps are advantageously followed during assembly of the double wall elements on the pre-assembly site: in a first step, only the vertical inner joints between the inner panels are closed and the vertical outer joints between the outer panels remain open; - In a second step, a horizontal reinforcement is installed in the area of the vertical outer joints between the outer plates or the vertical inner joints between the inner plates, - the double wall elements are frictionally connected with each other in the area of the vertical outer joints and the vertical inner joints and - the vertical outer joints between the Outer panels are closed with formwork elements.
    In a further variant of the manufacturing method according to the invention, it is expedient to observe a sequence of the following assembly steps in the assembly of the double-wall elements in the preceding construction section: in a first step, only the outer plates at their lower edges on the preceding construction section in each case via the horizontal outer joint stored and between the inner plates and the previous construction section remains an open horizontal inner joint, - control of the Auflagerung the double wall elements along the circumference via the open horizontal inner joint, - then possibly additionally required sealing measures of the horizontal outer joint are performed and - the horizontal inner joint is with Shutter elements closed.
    In a further preferred variant of the method for producing a tower construction during assembly of the double wall elements on the preceding construction section, the following assembly steps are to be followed: in a first step, only the inner plates are supported at their lower edges on the preceding construction section via the horizontal inner joint; 8 .1 P ^ (2föÖ46Ö between the outer panels and the previous construction section remains an open horizontal outer joint, - control of the Auflagerung the double wall elements along the circumference via the open horizontal outer joint, - if necessary, additionally required sealing measures of the horizontal inner joint are performed and - horizontal outer joint is closed with formwork elements.
    Advantageously, according to a further variant of the invention for the production of a tower structure, the horizontal outer joints and / or the horizontal inner joints of assembled to a tensile structure double wall elements on the pre-assembly by grinding, milling or height compensation with grout so treated that substantially all points of the top and lower horizontal outer joints and / or the upper and lower horizontal inner joints in two horizontal planes, which have a constant distance from each other a construction section height, lie. In this embodiment, in each case the horizontal outer joints and / or inner joints of the assembled double wall elements are reworked in order to achieve a substantially flat course of the horizontal joints and thus compensate for possible unevenness in the horizontal joint profile of the double wall elements. A next tensile structure of the subsequent construction section can thus be placed on the plane joint course of the upper edges of the previous construction section in a particularly simple and precise manner.
    Advantageously, in a method according to the invention for the production of a tower construction, the outer panels of the double wall elements consist of a colored concrete. Thus, tower structures according to the invention can be constructed with color-designed outer panels. For example, it is conceivable within the scope of the invention to design individual height sections of the tower structure with colored double wall elements in different colors.
    In a preferred development of the invention, in a method for producing a tower structure, a height of a double-wall element in the assembled state of 2 m to 13 m. Thus, assembled to a surface structure double wall elements can be erected with a mounting height of, for example, 13 m as a construction section of the tower structure, whereby a particularly rapid construction is possible. 9 9 10-2012 i1O2O1 # $ H | 0
    Further details, features and advantages of the invention will become apparent from the following explanation of in the drawings Fig. 1 to Fig. 13 schematically illustrated embodiments. 1 shows a vertical section of a first embodiment of a tower structure according to the invention in accordance with the sectional plane I-I drawn in each case in FIGS. 2 and 3 during production with double wall elements and climbing formwork; FIG. 2 shows a horizontal section of the first embodiment according to the section plane Π-Π drawn in FIG. 1 after the filling concrete has been introduced; FIG. 3 shows a horizontal section of the first embodiment according to the sectional plane ΠΙ-ΙΠ drawn in FIG. 1 during the assembly of the double-wall elements; FIG. 4 shows the detail A shown in FIG. 1; FIG. 5 shows a section of a second embodiment according to the invention during the assembly of the double wall elements connected to a surface carrying system; FIG. 6 shows a horizontal section of the second embodiment according to the sectional plane VI-VI drawn in FIG. 5 during crane installation; FIG. FIG. 7 shows detail B of FIG. 5; FIG. FIG. 8 shows detail C of FIG. 6; FIG. FIG. 9 shows a horizontal section corresponding to FIG. 5 with a modified embodiment of the vertical joint between the inner plates; FIG. FIG. 10 shows a section of a third embodiment according to the invention according to the sectional plane X-X sketched in FIG. 11; FIG. FIG. 11 shows a horizontal section of the third embodiment according to the sectional plane XI-XI drawn in FIG. 10; FIG.
    12 shows a section of a fourth embodiment according to the invention during crane installation according to the sectional plane ΧΙΙ-sk sketched in FIG. 13;
    FIG. 13 shows a horizontal section of the fourth embodiment according to the sectional plane ΧΠΙ-einge drawn in FIG. 12.
    A first embodiment according to the invention of the method according to the invention is shown in FIGS. 1 to 4.
    According to FIG. 1, double wall elements 2 are attached to a crane hook 18 of a crane 17, not shown here, for the production of a construction section of a tower construction 1, and are set down on the preceding construction section. Each double wall element 2 consists of an outer plate 3 and an inner plate 4, which are each connected to each other with intermediate lattice girders 20. Before hanging 10 of a double wall element 2 from the crane hook 18, the respective double wall element 2 is secured against falling over. In the upper part of Fig. 1 it is shown how a double wall element 2 hangs on the crane hook 18 and a second double wall element 2 is already secured by an attachment to laterally angeoidneten rails 15 a climbing formwork 14 against unintentional falling over during construction.
    The climbing formwork 14 can for example be designed as a self-climbing formwork system. Typically, a climbing formwork 14 on one or more working platforms 13, which allow the necessary work to position the formwork and for introducing the concrete. The climbing formwork 14 is fastened with fastening elements 16 to the previous building sections. The fastening elements 16 are installed in the double wall elements 2. This has the advantage that the loads from the own weight of the climbing formwork 14, from the load of the working platforms 13 and from wind forces on the fastening elements 16 in an already hardened concrete of the prefabricated double wall elements 2 are introduced. The construction progress is therefore not affected by the necessary in conventional climbing formwork applications waiting time for curing the concrete in the previous construction stage. It is also conceivable within the scope of the invention, for example, to assemble two or more heights 38 of a double wall element 2 one above the other to form a tensile structure 11 on one assembly site, and this joined-together tensile structure 11 as a construction section raise with a common construction section height 36 and set up on the tower structure 1.
    Inside the tower structure 1, a cavity 35 can be seen in the sectional view of FIG. A horizontal foundation plate 29 is used to justify the tower structure 1. On the platform 13 shown here appropriate fall protection 24 are attached to secure the construction workers.
    FIG. 2 shows a horizontal section through one of the preceding construction sections of the first embodiment according to the sectional plane Π-Π drawn in FIG. 1 after the introduction of the filling concrete 23. Here, for example, eight double wall elements 2 are shown, which have already expired with filled concrete 23 between the outer plates 3 and inner plates 4. The adjacent double wall elements 2 have vertical outer joints 5 and vertical inner joints 6 each with a joint width 37 and yield in horizontal section an octagonal shape by the tower construction factory. In Fig. 2 are lattice girder 20 and a reinforcement of the filling concrete 23 between the eleventh
    Outer plates 3 and the inner plates 4 of the double wall elements 2 for the sake of clarity not shown.
    In Fig. 3, which shows a horizontal section of the first embodiment according to the drawn in Fig. 1 cutting plane ΠΙΊΠ during assembly of the double wall elements 2, the along a circumference 12 of the tower structure 1 erected double wall elements 2 are shown. 1, one of the double wall elements 2 still hangs on the crane hook 18. The remaining double wall elements 2 are already secured against accidental overturning by the rails 15 of the climbing formwork 14. The outer plates 3 and the inner plates 4 are connected to each other with lattice girders 20. The vertical outer joints 5 and the vertical inner joints 6 between the double wall elements 2 are each enclosed by formwork elements 22. The working platforms 13 are arranged in this example on the inner and outer sides of the tower structure 1. The fastening elements 16 for the rails 15 of the climbing formwork 14 are arranged in the double wall elements 2.
    According to FIG. 4, which shows the detail A of FIG. 1 enlarged, a fastening element 16 for fastening the rails 15 of the climbing formwork 14 on the tower structure 1 can consist, for example, of two sleeves 31 with internal thread and an anchor rod 32 located therebetween. For better anchoring of the sleeves 31 in the outer plate 3 and the inner plate 4, a circular ring plate 30 can be welded to the sleeve 31. The sleeves 31 with annular plate 30 and anchor rod 32 are already installed in the production of the double wall elements 2. The sleeves 31 are sealed during manufacture with a plug to prevent ingress of the concrete in the manufacture of the double wall elements 2. Before fastening the rail 15 by means of a screw 33, this plug is to be removed.
    A second embodiment of the method according to the invention is shown in FIGS. 5 to 9.
    To produce a construction section of the tower structure 1, for example, eight interconnected double wall elements 2, which are joined together by the connection to a common surface structure 11, attached via a cross member 28 to a crane hook 18 and sold together on the previous construction section. 12 (102012/50480
    The joining of several double wall elements 2 on a pre-assembly site, which is located in the vicinity of the footprint of the tower structure 1, is advantageous because many steps for the production of the tower structure 1 can be carried out on the ground and the number of crane strokes is reduced.
    In the double wall elements 2 fasteners 27 are installed, which incorporate into the outer plates 3 and the inner plates 4. At these fastening elements 27, a working platform 13 is suspended. In the example of the second embodiment, the working platform 13 is arranged only on the inside of the tower construction 1. This has the advantage that no additional precautions must be taken to protect the workforce against falling.
    In this example, the horizontal Außenfiigen 7 and the horizontal inner joints 8 of each structural element 11 are already pre-treated on the pre-assembly by grinding so that substantially all points of the horizontal joints 7, 8 at the upper edges and the lower edges of the eight interconnected double wall elements 2 in each lie on one level. Thus, a settling of the surface support member 11 on the previous construction stage without otherwise required to compensate for structural tolerances balancing in the horizontal joints 7, 8 done. Due to the pretreatment of the horizontal horizontal outer joints 7 and horizontal inner joints 8 both of the respective preceding construction section, as well as the currently hanging on the crane hook 18 surface structure element 11, the individual prefabricated components can be superimposed particularly quickly and with high precision. The execution of such a component joint is referred to as a dry joint.
    Fig. 6 shows a horizontal section through the surface support element 11 according to the drawn in Fig. 5 sectional plane VI-VI dar. It is shown that the vertical outer joints 5 between the outer plates 3 and the vertical inner joints 6 between the inner plates 4 of the double wall elements 2 with grout 21 expire. Reinforcement made of reinforcing steel is not shown in FIG. 6 for the sake of clarity.
    In Fig. 7, which shows an enlargement of detail B of Fig. 5, a further possible embodiment of the fastening elements 27 for attachment of a working platform 13 is shown. Sleeves with internal thread 31 are installed in the production of the double wall elements 2 in the outer plates 3 and the inner plates 4 and secured by an anchor plate 25 against pulling out. The working platform 13 is fastened to the fastening element 27 with a screw 33 and a suspension 26.
    [102012/50480 13
    In Fig. 8 is shown in detail C of Fig. 6, as two double wall elements 2 are connected by filling the vertical outer joint 5 between the outer plates 3 and the vertical inner joint 6 between the inner plates 4 with grout 21 and by welding the horizontal reinforcement 9 together , By filling the vertical joints 5 and 6 and the welding of the horizontal reinforcement 9 creates a solid compound in the tensile and compressive forces, bending moments and shear forces between the double wall elements 2 can be transferred. A structure of planar elements, which are connected along their edges, is referred to as a surface structure 11. By connecting projections of a vertical reinforcement 10, for example, also by welding superimposed sections of the surface structure 11 can be additionally connected to each other particularly firmly.
    An alternative embodiment of a vertical inner joint 6 between the inner plates 4 is shown in Fig. 9. The mutual distance of the inner plates 4 between two double wall elements 2 is thereby increased, so that wider vertical inner joints 6 are formed. By the here compared to Fig. 6 wider version of the vertical inner joints 6, the production of a rigid connection between the individual double wall elements 2 is simplified. The vertical inner joint 6 is closed after establishing the connection between the individual double wall elements 2 either with the aid of formwork elements 22 or expires with grout 21. Likewise, the filling of the vertical inner joints 6 with grout 21 may additionally require the use of formwork elements 22.
    A third embodiment according to the invention with inclined double wall elements 2 is shown in FIGS. 10 and 11. The inclined design of the walls of the tower construction 1 requires a trapezoidal production of the double wall elements 2. The working platform 13 is attached via suspensions 26 to the inner plates 4 of the double wall elements 2. In this embodiment, the weight of the surface structure 11 is transmitted only on the footprint of the outer plates 3 in the horizontal outer joint 7 on the previous construction stage. The horizontal inner joint 8 between the inner plates 4 is designed with a large joint width to allow an inspection of the bearing of the surface structure 11 on the horizontal outer joint 7 on the previous construction stage and to perform any required additional sealing measures. Before filling the filling concrete 23, the horizontal inner joint 8 is to close with formwork elements 22. 143ΜΦ2012 1 [10201 ^ 0480
    FIG. 11 shows that this embodiment shown in FIG. 10 has, for example, a hexagonal cross-section.
    A fourth embodiment according to the invention of a tower construction 1 with inclined and vertical wall sections is illustrated in both FIGS. 12 and 13. The assembly of the folded double wall elements 2 surface carrier Weike 11 is carried out with a crane 17 which is mounted on the foundation 29. The crane 17 and an auxiliary pier 34 are connected by struts 19 with the tower structure 1. In Fig. 12 it is shown how a surface structure 11 is attached directly to the crane hook 18 via pull ropes. The occurring horizontal forces in the upper part of the surface structure 11 must be taken over by the double wall elements 2 and the vertical joints 5.6. The work for filling the horizontal joints 7,8 and for introducing the Füllbetons 23 are performed in this example of a lying outside the tower structure 1 platform 13. The working platform 13 with fall protectors 24 is attached to the crane 17 and the auxiliary pier 34 and is raised or lowered to carry out the sectional production of the tower structure 1 as needed.
    In Fig. 13, it is shown that the fourth embodiment has, for example, a dodecagonal cross-section. Compared to the known methods for the production of tower structures with a climbing or sliding formwork, the inventive method has at least the following advantages: - A faster construction progress is possible because the fastening elements 16 of the climbing formwork 14 are arranged in the double wall elements 2. It is therefore not necessary to wait for the hardening of the in-situ concrete to load the fastening elements 16 for the advancing climbing formwork 14. - The proportion of reinforcement work along the height of the tower structure 1 is lower because the majority of the horizontal reinforcement 9 and the vertical reinforcement 10 is disposed in the double wall elements 2. In a pre-assembly of entire surface structures 11 on the pre-assembly ends advantageously no reinforcement work at high altitude instead and thus the construction work of a tower structure 1 according to the invention are relatively safe and inexpensive. - The proportion of formwork in the amount is lower, so that the construction costs for a tower construction 1 can be reduced. 15
    Il0 20i2ß04 $ 0
    In comparison to the known methods for the production of tower structures with
    Prefabricated parts, the inventive method has at least the following advantages: - It is no production of complex, often ring-shaped or curved steel formwork required. - The production of any component shapes is possible without additional effort for the production of steel formwork, because the geometry of the tower structure 1 is controlled by the dimensions of the double wall elements 2. - There are neither horizontal outer joints 7 or horizontal inner joints 8 nor vertical outer joints 5 or vertical inner joints 6 without continuous horizontal reinforcement 9 and vertical reinforcement 10, which is why the strength of the tower construction according to the invention is advantageously increased. - There is no need for complete suppression of the horizontal outer joints 5 or horizontal inner joints 6 in the ultimate limit state. This results in a lower pressure load of the concrete and thus an improved behavior in terms of material fatigue. - An annular prestressing or a connection with Stahlbaumäßigen built-in parts in the areas where the known from the prior art annular precast parts must be divided or halved or divided for transport reasons, is advantageous in the construction of a tower structure 1 in the invention is not required. - The cost of producing the horizontal outer joints 7 or horizontal inner joints 8 is lower. - The transport of the finished parts is easier because the double wall elements 2 can be flat components. - The lifting weights are lower.
    In the present description, the execution of tower structures 1 is described, for example, with hexagonal, octagonal and dodecagonal cross sections.
    However, the method according to the invention can be used for the production of any polygonal
    Cross sections are used. 16
    List of position signs: 1 Tower construction 2 double wall element 3 outer plate of double wall element 4 vertical outer joint between adjacent outer plates 6 vertical inner joint between adjacent inner plates 7 horizontal outer joint between superimposed outer plates 8 horizontal inner joint between superimposed inner plates 9 horizontal reinforcement 10 vertical Reinforcement 11 Tensile structure 12 Circumference of tower structure 13 Working platform 14 Climbing formwork 15 Rail of climbing formwork 16 Fixing element for climbing formwork 17 Crane 18 Crane hook 19 Bracing between tower and crane 20 Lattice girder 21 Grout 22 Formwork element 23 Fill concrete 24 Fall protection on working platform 25 Anchor plate 26 Suspension, triangular bar 27 Fastening element for working platform 28 Traverse 29 Foundation 30 Circular ring plate 31 Sleeve with internal thread 32 Anchor rod 33 Screw 34 Auxiliary pillar 3 5 cavity 31-10-2012 HO 2012/50480 17
    List of position signs (continued): 36 Construction section height 37 Joint width 38 Height of the double wall element
    权利要求:
    Claims (18)
    [1]


    Anspruchο 2012/50480 18 Anspruch ^ 1. A method for producing a tower structure (1) made of reinforced concrete with at least one longitudinally erstckendem cavity (35) inside the tower structure (1), characterized in that - along a circumference (12) of the Tower structure (1) Double wall elements (2) each comprising an outer panel (3) and an inner panel (4) in a vertical or inclined position to form vertical outer joints (5) between adjacent outer panels (3) and vertical inner joints (6) between adjacent inner panels (4) are installed, - the double wall elements (2) are secured in their juxtaposed position against falling over, - in the region of the vertical outer joints (5) between the outer plates (3) and the vertical inner joints (6) between the inner plates (4 ) a horizontal reinforcement (9) is installed, - the vertical outer joints (5) and vertical inner joints (6) between the double wall elements (2) with Füllbet on (23), grout (21), silicone or a sealing tape are closed, - a working platform (13) arranged along the circumference (12) of the tower construction (1) is raised by a construction section height (36), - the double wall elements (2) filled with filled concrete (23) and the above-mentioned steps for producing a construction section with a construction section height (36) which substantially corresponds to a height (38) of the double wall elements (2) are repeated until a desired total height of the tower structure ( 1) is reached.
    [2]
    2. A method for producing a tower structure (1) according to claim 1, characterized in that the backup of the erected double wall elements (2) against falling over during construction in that - the double wall elements (2) on the ground on a flat Vormontageplatz in vertical or be positioned slightly inclined position, - the double wall elements (2) are held by temporary supports in their erected position, - the double wall elements (2) are aligned so that the lower edges of the outer plates (3) and the inner plates (4) each in a horizontal Lie flat, Nnted: 31-10-2012 [EÖlil hO 2012/50480 * 19 - the double-walled elements (2) are frictionally connected with each other to form a supporting structure (11), - the temporary supports are subsequently removed, - the tensile structure (11) is raised from interconnected double wall elements (2), - the surface structure (11) on a circumference (12) of the last errich teten construction section of the tower structure (1) is discontinued and - aligned in alignment.
    [3]
    3. A method for producing a tower structure (1) according to claim 1 or 2, characterized in that the securing of the double wall elements (2) against falling over after placement on the circumference (12) of the last built section of the tower structure (1) by a Attachment to rails (15) of climbing formwork (14) takes place.
    [4]
    4. A method for producing a tower structure (1) according to one of claims 1 to 3, characterized in that the double wall elements (2) are placed so that a joint width (37) of the vertical outer joints (5) and / or the vertical inner joints ( 6) between adjacent double wall elements (2) of 5 mm to 40 mm.
    [5]
    5. A method for producing a tower structure (1) according to claim 4, characterized in that the vertical outer joints (5) and / or the vertical inner joints (6) are filled with a grout (21).
    [6]
    6. A method for producing a tower structure (1) according to one of claims 1 to 5, characterized in that the double wall elements (2) are placed on that a joint width (37) of the vertical outer joints (5) and / or the vertical inner joints (6) between adjacent double wall elements (2) are closed with formwork elements (22) and the filling of the vertical outer joints (5) and / or vertical innenfugen (6) simultaneously with the filling of the double wall elements (2) with Füllbeton (23). 20: 31-10-2012, 1 h02Ö12 / 5048ö
    [7]
    7. A method for producing a tower structure (1) according to one of claims 1 to 6, characterized in that the working platform (13) and the formwork elements (22) for the vertical outer joints (5) and / or vertical inner joints (6) on a Climbing formwork (14) are mounted and fastening elements (16) for the climbing formwork (14) in the double wall elements (2) are arranged.
    [8]
    8. A method for producing a tower structure (1) according to one of claims 1 to 7, characterized in that the double wall elements (2) are mounted during assembly on the previous construction section of the tower structure (1) on a layer of epoxy resin and horizontal outer joints ( 7) between superimposed outer plates (3) and / or horizontal inner joints (8) between superimposed inner plates (4) are closed by the layer of epoxy resin.
    [9]
    9. A method for producing a tower structure (1) according to one of claims 1 to 8, characterized in that the double wall elements (2) are placed during installation directly on the previous construction section of the tower structure (1) and the horizontal outer joints (7) and / horizontal horizontal joints (8) are designed as dry joints.
    [10]
    10. A method for producing a tower structure (1) according to any one of claims 1 to 9, characterized in that the double wall elements (2) are placed at the mounting on the previous construction section of the tower structure (1) on Distanzhaltem, the horizontal outer joints (7) and / or horizontal inner joints (8) are closed with formwork elements (22) and the filling of the horizontal Außenfiigen (7) and / or horizontal inner joints (8) with grout (21).
    [11]
    11. A method for producing a tower structure (1) according to any one of claims 1 to 10, characterized in that the double wall elements (2) during assembly on the previous construction section of the tower structure (1) on Distanzhaltem with a height of 20 mm to 50 mm be placed, the horizontal outer joints (7) and / or inner joints (8) with shell elements (22) are closed and filling the horizontal outer joints (7) and / or inner joints (8) simultaneously with the filling of the double wall elements (2) with concrete he follows. 21
    [12]
    12. A method for producing a tower structure (1) according to one of claims 1 to 11, characterized in that during assembly of the double wall elements (2) on the pre-assembly - in a first step, only the vertical outer joints (5) between the outer plates (3 ) and open vertical inner joints (6) remain between the inner plates (4), - in a second step in the area of the vertical outer joints (5) between the outer plates (3) and the vertical inner joints (6) between the inner plates (4) a horizontal reinforcement (9) is installed, - the double wall elements (2) in the region of the vertical outer joints (5) and the vertical inner joints (6) are non-positively connected to each other and - the vertical inner joints (6) between the inner plates (4) with formwork elements (22) are closed.
    [13]
    13. A method for producing a tower structure (1) according to one of claims 1 to 11, characterized in that during assembly of the double wall elements (2) on the pre-assembly in a first step, only the vertical inner joints (6) between the inner plates (4) closed pastes and open vertical outer joints (5) between the outer plates (3) remain, - in a second step in the region of the vertical outer joints (5) between the outer plates (3) and the vertical inner joints (6) between the inner plates (4) a horizontal reinforcement (9) installed wildly, - the double wall elements (2) in the region of the vertical outer joints (5) and the vertical inner joints (6) are non-positively connected to each other and - the vertical outer joints (5) between the outer plates (3) with formwork elements (3) 22) closed.
    [14]
    14. A method for producing a tower structure (1) according to one of claims 1 to 13, characterized in that during assembly of the double wall elements (2) on the previous construction section - in a first step, only the outer plates (3) at their lower edges on the voriiergehend construction section are each superimposed on the horizontal outer joint (7) and between the inner plates (4) and the previous construction an open horizontal inner joint (8) remains, - a control of the Auflagerung the double wall elements (2) along the circumference (12) over the open horizontal internal joint (8) is carried out, i ^ ririted: 31-10 ^ 2012 (E014.1 (10 2012/50480 ß 22 - if necessary additionally required sealing measures of the horizontal outer joint (7) are carried out and - the horizontal inner joint (8) Shutter elements (22) is closed.
    [15]
    15. A method for producing a tower structure (1) according to one of claims 1 to 13, characterized in that during assembly of the double wall elements (2) on the previous construction section - in a first step, only the inner plates (4) at their lower edges on the preceding construction section in each case via the horizontal inner joint (8) are superimposed and between the outer plates (3) and the previous construction an open horizontal outer joint (7) remains, - a control of the Auflagerung the double wall elements (2) along the circumference (12) over the open horizontal outer joint (7) takes place, possibly additionally required sealing measures of the horizontal inner joint (8) are performed and - the horizontal outer joint (7) is closed with formwork elements (22).
    [16]
    16. A method for producing a tower structure (1) according to one of claims 1 to 15, characterized in that the horizontal outer joints (7) and / or the horizontal inner joints (8) to a surface structure (11) assembled double wall elements (2) The pre - assembly site may be treated by grouting, milling or leveling with grout (21) such that substantially all the points of the upper and lower horizontal outer joints (7) and / or the upper and lower horizontal inner joints (8) in two horizontal planes, mutually have a constant distance of a section height (36) lie.
    [17]
    17. A method for producing a tower structure (1) according to one of claims 1 to 16, characterized in that the outer plates (3) of the double wall elements (2) consist of a colored concrete.
    [18]
    18. A method for producing a tower structure (1) according to one of claims 1 to 17, characterized in that a height (38) of a double wall element (2) in the assembled state of 2 m to 13 m
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    同族专利:
    公开号 | 公开日
    WO2014067884A1|2014-05-08|
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    AT513261B1|2014-03-15|
    US20150292229A1|2015-10-15|
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    法律状态:
    2021-06-15| MM01| Lapse because of not paying annual fees|Effective date: 20201030 |
    优先权:
    申请号 | 申请日 | 专利标题
    ATA50480/2012A|AT513261B1|2012-10-30|2012-10-30|Method for producing a reinforced concrete tower structure|ATA50480/2012A| AT513261B1|2012-10-30|2012-10-30|Method for producing a reinforced concrete tower structure|
    PCT/EP2013/072472| WO2014067884A1|2012-10-30|2013-10-28|Method for producing a tower construction from reinforced concrete|
    US14/438,662| US9657494B2|2012-10-30|2013-10-28|Method for producing a tower construction from reinforced concrete|
    EP13785836.1A| EP2914790B1|2012-10-30|2013-10-28|Method for producing a tower construction from reinforced concrete|
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