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WO2010098716A1 - Élément de paroi préfabriqué pour construction de tour, et construction de tour - Google Patents

Élément de paroi préfabriqué pour construction de tour, et construction de tour Download PDF

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Publication number
WO2010098716A1
WO2010098716A1 PCT/SE2010/050213 SE2010050213W WO2010098716A1 WO 2010098716 A1 WO2010098716 A1 WO 2010098716A1 SE 2010050213 W SE2010050213 W SE 2010050213W WO 2010098716 A1 WO2010098716 A1 WO 2010098716A1
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WO
WIPO (PCT)
Prior art keywords
wall element
portions
pillar
wall
tower
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Ceased
Application number
PCT/SE2010/050213
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English (en)
Inventor
Roger Ericsson
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Individual
Original Assignee
Individual
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Individual filed Critical Individual
Priority to US13/202,736 priority Critical patent/US20120042585A1/en
Priority to JP2011552002A priority patent/JP2012519244A/ja
Priority to EP10746514A priority patent/EP2401454A1/fr
Publication of WO2010098716A1 publication Critical patent/WO2010098716A1/fr
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/16—Prestressed structures
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/02—Structures made of specified materials
    • E04H12/12—Structures made of specified materials of concrete or other stone-like material, with or without internal or external reinforcements, e.g. with metal coverings, with permanent form elements

Definitions

  • the invention relates to a prefabricated wall element for a tower construction according to the preamble of claim 1.
  • the invention also relates to a tower construction according to the preamble of claim 15.
  • the invention also relates to a mobile antenna system.
  • the invention also relates to a wind power plant.
  • a wind power plant comprises a turbine connected to blades, and a tower arranged to support the turbine.
  • One type of wind power plant is steal towers which may be cylindrical or have a grid structure or analogous.
  • Steal towers have a number of disadvantages though. For example they are affected by weather and thus not suitable on the sea, they require a great deal of maintenance and thus high maintenance costs, they require very thick walls in order to withstand load of powerful wind power plants and are from a technical and economical point of view not suitable for towers higher than 70 meters due to material costs and the rigidity required.
  • the compressive strength for steel is relatively poor in relation to weight. Production of steel towers also results in transportation problems, and requires much installation work due to e.g. many bolts.
  • WO 03/069099 discloses a wind turbine with a tower being built up by prefabricated wall elements essentially of concrete, the wall elements forming a number of wall portions of circumferential shell portions of one of several shell portions stacked on each other.
  • the prefabricated wall elements are equally thick solid wall elements being even on both the outside and the inside in order to provide structural rigidity and loading capacity.
  • the wall elements have a curved cross section.
  • the curved cross section is according to an embodiment V-shaped with obtuse angle in order to form a facet shaped cross section.
  • a disadvantage with such wall elements is that they are relatively complicated to cast. They are further du to the shape relatively difficult to transport and due to the weight relatively difficult to handle during assembly. Further a lot of concrete is required which makes them relatively expensive to produce.
  • EP 1876 316 A1 discloses a wind turbine with a tower which is built up by prefabricated wall elements essentially of concrete, the wall elements forming a number of wall portions of circumferential shell portions of one of several shell portions of the tower stacked on each other.
  • the prefabricated wall elements have according to variants reduced thickness reinforced with an internal structure of horizontal and vertical stiffeners, said wall elements having an arched cross section and being stretched both horizontally and vertically by means of flexible metal cables.
  • a disadvantage with such wall elements is that they are relatively complicated to cast. They are further due to the shape relatively difficult to transport and due to the weight relatively difficult to handle during assembly.
  • Bracing cables e.g. in high-tensile twisted steel, are used to reduce the amount of reinforcement and also to reduce the assembly time wherein concrete constructions such as towers for wind power plants according to above are stretched after casting.
  • the stretching force provided gives deformations being counter directed to the influence from outer loads. This improves the static properties of the construction. It used to be common to provide post-tensioned constructions with a stretching force of such a magnitude that no tensile stresses arose, but now partial pre-stressing is most common, i.e. tensile stresses are allowed and are taken by non- tensioned reinforcement.
  • bracing cable consists of twisted steel the bracing cables need to be pulled and further fastened by means of wedges, which causes anchor slip.
  • the bracing cable thereto tends to creep by itself, particularly during the first year.
  • the concrete both shrinks and creeps and all together causes forced forces in concrete and connections with resulting cracks.
  • Bracing cable of thin twined steel is also more sensitive to temperature rises during fire wherefore securing of the construction is provided by non-tensioned reinforcement.
  • bracing cable also needs to be stretched with a dumb craft means that it may not be to heavily constructed since the dumb craft in that case becomes unwieldy. This means that the amount of cables needed to be pulled and stretched becomes extensive and demands both heavy equipment and professional competence to be performed correctly.
  • the tower however becomes relatively expensive and demands relatively thick, about 7 cm, concrete rings in order to evenly distribute and withstand the compressive loads without to big a risk for local tensions and deformations running the risk of the occurrence of cracks and at the same time providing a covering layer on the reinforcement.
  • the thick circular cylindrical concrete rings which may be 10 m high and 2-3 m in diameter, are difficult to manufacture, heavy and unwieldy to transport.
  • the rings are segmented but that does not improve the situation to any appreciable extent.
  • Masts for mobile systems are often placed in rough terrain such as jungle and mountain ground in order not to disturb the environment. Transporting the concrete rings/ concrete segments to and then build up the tower construction in such terrain is complicated.
  • An object of the present invention is to provide a wall element for a tower construction which facilitates easy manufacturing, easy transport and easy assembly, and which is cost efficient.
  • An additional object of the present invention is to provide a tower construction which facilitates easy manufacturing, easy transport and easy assembly, and which is cost efficient.
  • An additional object of the present invention is to provide a tower construction which is suitable for wind power plants with high loads and which demands towers with a height in the magnitude of 100 m which facilitates easy and cost efficient manufacturing and transport.
  • An additional object of the present invention is to provide a tower construction which is suitable for mobile antenna systems with demands on high rigidity and which require towers with a height in the magnitude of 40 m which facilitates easy and cost efficient manufacturing, transport and assembly.
  • a prefabricated wall element for a tower construction essentially of concrete, arranged to form one of several wall portions of a building formed by circumferential shell portions of one of several shell portions stacked on each other, wherein the wall element is constituted by a substantially flat sheet portion comprising a pair of opposite sides intended to run substantially horizontally in the building and a pair of opposite sides intended to run in a direction forming a predetermined angle to the horizontal plane in the building, and along which sides the wall element includes compressive and tensile load absorbing pillar portions and is intended to be connected to adjacent wall elements.
  • the flat configuration of the wall element is easy to cast and thus easy to manufacture. Further, the flat configuration results in transportation and handling of the wall elements becoming very easy, which reduces the costs. Thanks to the compressive and tensile load absorbing pillar portions the amount of concrete may be reduced which consequently reduces the material costs.
  • the wall element further comprises a substantially horizontally running compressive and tensile load absorbing strut portions. Thanks to the compressive and tensile load absorbing strut portions the amount of concrete may be reduced which consequently reduces the material costs.
  • the pillar portions comprises pillar channel portions running in the longitudinal direction of the pillar portion.
  • the strut portions comprises strut channel portions running in the longitudinal direction of the strut portion.
  • reinforcement by means of strut elements and individual post- tensioning of the strut portions of the wall element is facilitated.
  • said circumferential shell portions are connected by means of rigid bar elements running in the channel portions. This results in a stable connection.
  • said bar elements are stretchably arranged in the pillar channel portions.
  • Herby wall elements may be post-tensioned in a factory or after assembly of said shell portions.
  • a rigid bar element is stretchably arranged in the respective strut channel portion.
  • Herby wall elements may be post-tensioned in a factory of after assembly of said shell portions.
  • the pillar portions of the wall element are arranged to be releasably locked to adjacent pillar portions of wall elements by means of locking elements for the formation of said building.
  • dismantling of the wall elements of a tower construction is facilitated such that the wall elements may be reused for building up of a tower construction on e.g. a different location. This results in a construction suitable for towers of mobile antenna systems.
  • the wall elements are arranged to be connected by means of cast concrete in the channel portions.
  • a very stable and rigid connection with high structural strength is obtained in order to withstand great loads and which is suitable for supporting of a turbine of a wind power plant.
  • the concrete of the wall element is high performance concrete composed of cement and ballast with a weight ratio between amount of water and amount of cement, vet, being lower than 0,39.
  • the sheet portion may be made water, salt and acid proof.
  • the composition of the high performance concrete comprises a mixture of 10-20 % sharp sand, and/or 1- 5 percentage by volume of aerogel and/or slag in glass phase and/or mineral fibres such as carbon, silicate and/or basalt fibre.
  • ballast in the cement With a vet lower than 0,39 and admixture of ballast in the cement according to above it is facilitated to provide a long-term constructive sheet with a thickness down to only about 20 mm, i.e. way below the norm for covering layers, served to protect the reinforcement steel from corroding through water, salt and acid penetration or quickly lose its strength during fire.
  • the amount of concrete may be reduced considerably which results lighter and consequently more easily handled wall elements, and reduces the manufacturing costs.
  • This consequently facilitates providing a thickness of the sheet portion being thinner than the norm for covering layers, i.e. thinner covering layers on the respective side of the reinforcement net than 30 mm, the reinforcement net being according to an embodiment about 10 mm, may be provided with maintained fire protection avoiding capsizing and maintained water resistance avoiding corrosion.
  • said high performance concrete has a flexural strength greater than 10 MPa.
  • said high performance concrete has compressive strength greater than 90 MPa.
  • the Pillar and strut portions may thanks to the good compressive and tensile strength be dimensioned to take all occurring vertical and horizontal compressive and tensile forces of the tower construction while the relative to the pillar and strut portion thin sheet portions may be made so thin that they only answer for bracing.
  • the pillar portions have an extension in the range of 5-15 metre, preferably in the range of 8-13 m. This is a suitable range for managing easy transport and handling and keeping the manufacturing time down.
  • a mobile antenna system comprising a tower construction according to embodiments above, and communication equipment arranged in the upper part of the tower construction.
  • the wall elements may be easily transported to rough terrain such as jungle and mountain ground in order not to disturb environment, wherein the mobile antenna system then, thanks to the wall elements being easy to handle, easily may be built up in the rough terrain.
  • the tower construction has a height in the range of 25-50 m. This is a suitable height of a tower construction for mobile antenna systems.
  • a wind power plant comprising a turbine, turbine blades connected to the turbine, and a tower construction according to embodiments above, which tower construction is arranged to support said turbine.
  • the wall element may be easily transported to a suitable location such as out at the sea by means of a boat, the tower construction advantageously being arrangable there due to the fact that it is not sensitive to weather.
  • the wind power plant may then, thanks to the wall elements being easy to handle, easily be built up in the rough terrain.
  • the tower construction has a height in the range of 60-140 m. this is today considered as being a suitable height of a tower construction for a wind power plant. DESCRIPTION OF THE DRAWINGS
  • Fig. 1 schematically illustrates a .side view of a portion of a wall element according to a first embodiment of the present invention
  • FIG. 1a-c schematically illustrate different cross sections of the wall element in fig. 1 ;
  • Fig. 2 schematically illustrates a plan view of respectively one portion of two interconnected wall elements according to fig. 1 ;
  • Fig. 3a-b schematically illustrate side cross sections of portions of two wall elements according to fig. 1 stacked on each other;
  • Fig. 4 schematically illustrates a plan view of wall elements according to fig. 1 interconnected to a tower section;
  • Fig. 5a schematically illustrates a tower construction according to an embodiment of the present invention during assembly
  • Fig. 5b schematically illustrates a tower construction according to fig. 5an interconnected
  • Fig. 5c schematically illustrates a part of a bar element for assembly of tower sections according to an embodiment of the present invention
  • Fig. 6 schematically illustrates a side view of a portion of a wall element according to a second embodiment of the present invention
  • FIG. 6a-c schematically illustrate different sections of the wall element in fig. 6
  • Fig. 7 schematically illustrates a plan view of respectively one portion of two interconnected wall elements according to fig. 6;
  • Fig. 8a schematically illustrates a side cross section of a portion of the wall element according to fig. 6;
  • Fig 8b schematically illustrates side cross sections portion of wall elements according to fig. 6;
  • Fig. 9 schematically illustrates a tower section composed of wall elements according to fig. 6;
  • Fig. 10a-d show different measured data of high performance concrete according to the present invention compared to conventional concrete.
  • Fig. 1 schematically illustrates a side view of a portion of a flat wall element 20 for a tower construction according to a first embodiment of the present invention
  • fig. 1a-c schematically illustrate different cross sections A-A, B-B, C-C of the wall element in fig. 1.
  • the flat wall element 20 is prefabricated.
  • the flat wall element 20 is obtained by casting in a mould which mould has recesses for pillars and struts.
  • the flat wall element 20 is consequently easy to produce since it may be cast in one piece with a simple mould.
  • the wall element has an outer side 20a and an inner side 20b.
  • the wall element 20 is essentially constituted by a flat sheet portion 22, a pair of opposite sides of which one 20c is shown, intended to run substantially horizontally in the tower construction and a pair of opposite sides 2Oe, 2Of intended to run in a direction forming a predetermined angle to the horizontal plane in the tower construction. Said angle to the horizontal plane is according to an embodiment in the range of 90 degrees +/- 30 degrees.
  • the opposite sides 2Oe, 2Of of the wall elements are intended to run substantially vertically in the tower construction, i.e. perpendicular relative to the horizontal plane or with a certain inclination relative to the vertical plane.
  • the wall element 20 includes compressive and tensile load absorbing pillar portions 23a, 23b ' running along the sides 2Oe, 2Of.
  • the wall element is intended to be connected to adjacent wall elements.
  • the wall element includes compressive and tensile load absorbing strut portions 24a of which one is shown, and preferably at least one intermediate strut portion 24b of which one is shown running between the pillar portions parallel to and at a distance from the strut portions running along the sides 20c. Said strut portions 24a, 24b is referenced to below as the strut portions.
  • the wall element 20 consequently constitutes a flat tetragonal module or cassette with dimensions adapted to the purpose.
  • the tetragonal wall element is rectangular.
  • the tetragonal wall element is trapezoidal, preferably with equal angle on the respective inclined side such that it receives the shape of a truncated equally sided triangle.
  • the tetragonal wall element 20 has according to this embodiment a height being approximately three times its width. According to an embodiment the height of the wall element is in the range of 5-15 m, preferably 8-13 m. Other extensions of height of the wall element 20 are conceivable and depend among others on the application.
  • the wall element 20 comprises according to an embodiment a reinforcement configuration, not shown, which according to a variant comprises a reinforcement net or the corresponding which preferably has an extension or surface essentially corresponding to the surface of the mould, the reinforcement net according to an embodiment constituting the reinforcement in the flat sheet portion 22.
  • the reinforcement net thus preferably has a substantially flat configuration.
  • the sheet portion has no reinforcement/no reinforcement net, which is made possible by the pillar portions 23a, 23b and the strut portions being arranged to absorb the vertical and horizontal loads, wherein the bracing to be handled by the sheet portion 22 is highly insignificant.
  • the sheet portion according to this embodiment without reinforcement comprises fibres.
  • the pillar portions 23a, 23b of the wall element 20 are internally cast in the wall element 20 and consequently arranged to run in a direction forming a predetermined angle to the horizontal plane in a tower construction, preferably arranged to run substantially vertically in a tower construction.
  • the strut portions 24a, 24b are internally cast in the wall element 20 and consequently arranged to run in a direction substantially horizontally in a tower construction.
  • the wall element 20 comprising pillar portions 23a, 23b and strut portions 24a, 24b is cast according to the configuration of pillars and struts in the mould.
  • the wall element 20 further comprises the casted flat sheet portion 22 reinforced with the reinforcement net.
  • the external side 20a of the wall element is essentially even and the internal side has enhancements formed by the pillar and strut portions.
  • the pillar portions 23a, 23b have through channel portions 26 running in their longitudinal direction.
  • the pillar channel portions 26 are constituted by tubular bars.
  • the pillar channel portions are constituted by tubular channels formed during casting of pipes which are removed after casting.
  • the strut portions 24a, 24b have through channel portions 27 running in their longitudinal direction.
  • the channel portions 27 are constituted by tubular bars.
  • the pillar channel portions are constituted by tubular channels formed during casting of pipes which are removed after casting. Removal of a tubular element from the formed pillar channel portion 26 and strut channel portion 27 is facilitated e.g. by the tubular element being waxed or lubricated prior to being cast.
  • Bar elements 44 are arranged to be inserted into the strut channel portions 27 for post-tensioning of the wall element 20.
  • the channel portion 27 is formed by means of a bar element 44 which is arranged to be embedded such that it may be post-tensioned, wherein the channel portion then already has a bar element introduced therein.
  • the post-tension of strut portions 24a, 24b of the wall element 20 is provided in factory, i.e. the post-tension is prefabricated.
  • the post-tension of strut portions 24a, 24b of wall elements 20 is arranged to be provided after assembly.
  • the bar element 44 in the respective channel portion is preferably rigid.
  • the bar element 44 is preferably of steel.
  • the bar element is preferably straight, each strut channel portion consequently being straight.
  • the bar element 44 is arranged in the respective strut channel portion 27.
  • two or more bar elements are arranged in the respective strut channel portion 27, the bar elements being dimensioned for a certain load, wherein, according to a variant with several bar elements, the bar elements are thinner than if one bar element is used per strut channel portion.
  • the bar elements may be arranged as an interconnected group or separately arranged in the respective channel portion.
  • fasteners 46a, 46b for bar elements 44 are arranged at the respective pillar portion 23a, 23b, which fastener 46a, 46b according to a variant is an embedded sheet metal portion to which a bar element 44 is arranged to be fixed, wherein the bar element 44 according to an embodiment may be post-tensioned by means of e.g. a nut 44a.
  • the pillar portions 23a, 23b are bevelled externally, i.e. having a grade along its respective external side, which sides constitute the pair of opposite sides 2Oe, 2Of of the wall element.
  • each pillar portion increases gradually in width from its inside to its outside.
  • the external grade or angle along the respective pillar portion 23a, 23b is adapted for the number of wall elements 20 to be interconnected side to side in order to form a ring-shaped section such as described in connection to fig. 2 and 3.
  • the grade of each pillar portion is provided during casting in that the mould having a corresponding shape.
  • the casted pillar portions 23a, 23b and the strut portions 24a, 24b constitute reinforcements of the wall element 20 arranged to withstand compressive and tensile forces.
  • the sheet portion 22 of the wall element 20 is according to this embodiment arranged to only handle smaller bracing forces and may therefore be made very thin such that the amount of concrete may be reduced considerably.
  • theses wall elements 20 By means of the flat form of the wall element 20 easy transport is facilitated in that theses wall elements 20 easily may be stacked in a pile on top of each other and transported and be transported on e.g. a truck, boat or the like. They take up little space and are not unwieldy. Due to the fact that the amount of concrete is reduced thanks to the relative to the pillar and strut portions thin sheet portions 22 they become relatively light weight and thus easy to handle.
  • the wall element 20 is made of high performance concrete with such properties that the wall element 20 with a sheet portion 22 having a thickness thinner than the norm of covering layers, i.e. thinner than covering layers on the respective side of the reinforcement net 18 than 30 mm, the reinforcement net 18 according to an embodiment being about 10 mm, may be provided.
  • the sheet portion of the wall element 20 is thus thinner in thickness than 70 mm whereby a thickness of the sheet portion 22 of the wall element 20 down to 20 mm by be provided with maintained fire protection avoiding capsizing and maintained water resistance avoiding corrosion.
  • Fig. 2 schematically illustrates a plan view of respectively one portion of two interconnected wall elements according to fig. 1
  • fig. 3a-b schematically illustrate side cross sections of portions of two wall elements according to fig. 1 stacked on each other
  • fig. 4 schematically illustrates a plan view of the wall element according to fig. 1 interconnected to a ring-shaped tower section.
  • Each prefabricated wall element 20 is arranged to form one of several wall portions 20 of circumferential shell portions 30 of a tower construction formed of several shell portions 30 stacked on each other, as is shown in fig. 5.
  • the circumferential shell portions 30 form the ring-shaped tower section 30.
  • the wall elements 20 are arranged to be interconnected by arranging the external side of a pillar portion 23a, 23b of a wall element 20 to an external side of a pillar portion 23b, 23a of another wall element 20 such that they abut against each other according to fig. 2 such that the internal sides of each wall element 20 are angled inwardly towards each other.
  • Additional wall elements 20 are interconnected according to above such that a ring-shaped section 30 or a circumferential shell portion is achieved.
  • the prefabricated flat wall elements 20 are thus placed along each other such that a ring-shaped section 30 or a circumferential shell portion 30 is formed.
  • the ring-shaped section is here constituted by identical flat wall elements 20 wherein a facet-shaped ring 30 is achieved.
  • the number of wall elements 20 in one section is six, wherein the ring-shaped section 30 has a hexagonal cross section in the horizontal plane.
  • the external bevel or grade of the pillar portions is 15 degrees.
  • the number of wall elements 20 may be more or fewer, more resulting in a more circular shaped section and thus more stable from a strength point of view and lighter wall elements 20, and fewer results in quicker assembly and fewer wall elements 20 to handle.
  • the wall elements 20 are arranged to be fixedly locked by means of releasable fasteners or locking elements 40a such that said ring shaped section30 or circumferential shell portion is achieved, see fig. 2.
  • the releasable fasteners 40a are according to an embodiment constituted by fittings 40a.
  • the fittings 40a is according to a variant arranged at the strut portions 24a, 24b in connection to the adjacent pillar portions 23a, 23b to releasably lock the wall elements 20.
  • the locking element is arranged to releasably lock the wall elements to each other by fixing the locking element 40a to fasteners 46b, 46a of each wall element 20, here the embedded sheet metal portion 46b, 46a, illustrated in fig. 2, by means of or corresponding.
  • the locking element is arranged to extend substantially horizontally internally 20b between two adjacent wall elements 20 for said locking.
  • the tower sections are arranged to be formed by stacking tower sections on each other, wherein wall elements in fig. 3a-b are stacked on each other, wherein a lower end of the respective pillar portion 23a, 23b of the respective wall element 20 of the upper section 30 rests on an upper end of the respective pillar portion 23a, 23b of the lower tower section 30 wherein upper and lower end of the respective pillar portion 23a, 23b according to a variant has a step such that they engage for preventing lateral sliding of the tower section, se fig. 3a.
  • the pillar portions 23a, 23b of the lower tower section 30 are consequently arranged to support upper tower section 30.
  • a lower strut portion 24a of the wall element 20 of the upper tower section 30 is arranged to rest on an upper strut portion 24c of the wall element 20 of the lower tower section 30 wherein upper and lower strut portions according to a variant have a step such that they engage for preventing lateral sliding of the tower sections, se fig. 3b.
  • the wall elements 20 of the upper tower section are arranged to be fixedly locked with the wall element of an underlying tower section by mends of releasable fasteners or locking elements 40b.
  • the releasable fasteners 40b are according to an embodiment constituted of fittings 40b.
  • the fittings 40a are according to a variant arranged at the strut portions 24a, 24c in connection to the adjacent pillar portions 23a, 23b to releasably lock the wall elements 20.
  • the locking element is arranged to releasably lock the wall element to each other by fixing the locking element 40a to fasteners 46a, 46b of the respective wall element 20, here the embedded sheet metal portion 46b, 46a, illustrated in fig. 2, by means of nuts or the corresponding.
  • the locking element is arranged to extend substantially vertically internally 20b between to wall elements 20 stacked on each other for said locking.
  • Fig. 5a schematically illustrates a tower construction according to an embodiment of the present invention composed of wall elements 20 according to fig. 1 , and consequently tower section 30 according to fig. 4, during assembly comprising tower sections according to fig. 4,
  • fig. 5b schematically illustrates the tower construction according to fig. 5a interconnected
  • fig. 5c schematically illustrates a part of a bar element for interconnection of tower sections stacked on each other according to an embodiment of the present invention.
  • the tower section 50 is built up of ring-shaped tower sections 30 or circumferential shell portions as described in connection to fig. 4, wherein tower sections 30 are arranged to be stacked on each other as described in connection to fig. 3a-b.
  • the sections 30 are arranged to be connected to each other for forming of the tower construction 50 by aligning the respective pillar portion 23a, 23b of the respective tower section to each other such that a tower pillar with a through channel running in its longitudinal direction ay be formed.
  • the tower construction 50 comprises the bar elements 43.
  • said circumferential shell portions 30 stacked on each other are connected by means of bar elements 43, suitably of stainless steel, running in the pillar channels 26.
  • the bar elements are according to this embodiment anchored at the top and bottom of the tower construction by means of anchorages 45a, 45b, or in portions thereof.
  • the bar elements are preferably single rigid bar elements which have the advantage that they may be dimensioned and post-tensioned with greater forces and with a simpler method than a flexible bracing cable.
  • a high performance concrete which among others has such properties that it does not shrink wherefore a rigid straight bar element 43, 44 is preferred in the channel portions 26, 27 of pillar portions 23a, 23b and strut portions 24a, 24b in the wall element 20 since fastening by means of a rigid bar element 43, 44 does not creep, which results in easy post-tensioning in pillar portion and strut portion.
  • the strut portion 24a, 24b is suitably post-tensioned prior to final assembly, either in factory or on the site.
  • the pillar portions 23a, 23b may according to an embodiment also be post- tensioned in each single wall element 20 in a factory combined with strong joints between the floor levels of the tower construction, the pillar portions 23a, 23b of the wall elements being releasably locked by means of the locking element 40a.
  • bar elements 43 are therefore connectable in single positions or as a joint series of bars and finally lockable by threading devices, the threading device according to a variant being constituted by threads 43a in the bar element 43 and nuts 43b with threading adapted for the threads such as is apparent from fig. 5c.
  • Fig. 8a-b illustrate a variant for connecting bar elements in pillar channel portions which is applicable also in this embodiment.
  • the pillar portions are post-tensioned on the site, preferably also from the bottom to the top, by bar elements 43 connected in series.
  • work is made easier but above all it is facilitated to provide a final strain to the whole tower in an easy way, e.g. by means of a light weight and simple hydraulic tool, to a desired strain.
  • No undesired lock creeping occurs, and for maximum rigidness after possible initial creeping of the bar element of steel during e.g. the first year, final strain may easily be achieved. This results in a considerably more stable connection and rigidness.
  • each tower section 30 is tapering upwardly such that the formed tower construction 50 is upwardly tapering.
  • An advantage with an upwardly tapering tower construction is that it reduces moment and thereby dimensioned loads.
  • Each wall element 20 of the tapering sections 30 has a trapezoidal shape with equal angel on the respective inclined side such that they get the shape of a truncated equally sided triangle.
  • the tower construction could be arranged to run vertically wherein the tower has straight section of which each wall element is rectangular.
  • the tower section could be formed by a mixture of tapered and straight tower sections, where a tapering tower section may be either upwardly or downwardly tapering. E.g. the lowermost tower section could be upwardly tapering and the uppermost tower section downwardly tapering and intermediate tower sections straight.
  • the number of tower sections could be more of fewer than three.
  • the height of the respective tower section may be the same or different.
  • the tower construction 50 may also be dismantled.
  • the tower construction has a height in the range of 25-50 m, e.g. about 40 m.
  • Such a tower is suitable for mobile antenna systems.
  • the tower construction may be constructed with any suitable height, i.e. also higher than 50 m if so desired.
  • the tower construction has according to a variant a bottom diameter in the range of 3-7 m, preferably 4-6 m.
  • the tower construction is according to an embodiment configured such that the central/communication equipment of a mobile antenna system may be arranged uppermost in the tower construction, which prevents theft of the communication equipment, and simplifies wire laying and cooling of the entire system.
  • such a bar element 43 is arranged in the respective pillar channel portion 26 or a bar element 43 arranged to run through two or more pillar channel portions 26.
  • two or more bar elements are arranged in the respective strut channel portion 26, the bar elements being dimensioned for a certain load, wherein, according to a variant with several bar elements, the bar elements are thinner than if one bar elements would be used per pillar channel portion.
  • the bar element may be arranged interconnected as a group or separately arranged in the respective channel portion.
  • Fig. 6 schematically illustrates a side view of a portion of a flat wall element 70 for a tower construction according to a second embodiment of the present invention
  • fig. 6a-c schematically illustrate different cross sections A-A, B-B and C-C of the wall element in fig. 6.
  • the flat wall element 70 is prefabricated.
  • the wall element 70 is arranged to be cast in a mould which according to a variant is a reinforcement configuration.
  • the mould has longitudinal recesses along the sides which in profile have a curved shape or loop-shape.
  • the wall element has an external side 70a and an internal side 70b.
  • the wall element 70 is essentially constituted by a flat sheet portion 72, a pair of opposite sides of which one 70c is shown, intended to run substantially horizontally in the tower construction and a pair of opposite sides 70e, 7Of intended to run in a direction forming a predetermined angle to the horizontal plane in the tower construction.
  • Said angle to the horizontal plane is according to an embodiment 90 degrees +/- 30 degrees.
  • the opposite sides 7Oe, 7Of of the wall elements are intended to run substantially vertical in the tower construction, i.e. perpendicular relative to the horizontal plane or with a certain inclination relative to the vertical plane.
  • the wall element 70 comprises compressive and tensile load absorbing pillar portions 73a, 73b running along the sides 7Oe, 7Of.
  • the wall element 70 is intended to be connected to adjacent wall elements.
  • the wall element comprises compressive and tensile load absorbing strut portions 74a running substantially horizontally along the sides 70c of which one is shown, and preferably at least one intermediate strut portion 74b, of which one is shown, running between the pillar portions and running substantially parallel to and at a distance from the strut portions 74a running along the sides 70c.
  • Said strut portions 74a, 74b is referred to as the strut portions below.
  • the wall element 70 consequently constitutes a flat tetragonal module or cassette with dimensions adapted for the purpose.
  • the tetragonal wall element is rectangular.
  • the tetragonal wall element is trapezoidal-shaped, preferably with equal angle on the respective inclining side such that it gets the shape of a truncated equally sided triangle.
  • the tetragonal wall element 70 has according to this embodiment a height being about three times its width. According to an embodiment the height of the wall element is in the range of 5-15 m, preferably 8-13 m.
  • the wall element 70 comprises a not shown reinforcement configuration which according to a variant comprises reinforcement net or the corresponding preferably having an extension or surface substantially corresponding to the shape of the mould, the reinforcement net constituting the reinforcement in the flat sheet portion 72.
  • the reinforcement net thus has a substantially flat configuration.
  • the pillar portions 73a, 73b of the wall element 70 are internally cast in the wall element 70 and consequently arranged to run in a direction forming a predetermined angle to the horizontal plane in a tower construction, preferably arranged to run substantially vertically in a tower construction.
  • the Strut portions 74a, 74b are internally casted in the wall element 70 and consequently arranged to run in a direction substantially horizontally in a tower construction.
  • the wall element 70 comprising pillar portions 73a, 73b and strut portions 74a, 74b is cast in accordance with the configuration of pillars and struts of the mould.
  • the wall element 70 in addition comprises the casted flat sheet portion 72 reinforced with the reinforcement net.
  • the external side 70a of the wall element 70 is essentially even and the internal side has enhancements formed by the pillar and strut portions.
  • the pillar portions 73a, 73b have through channel portions 76a, 76b running in its longitudinal direction. Said channel portions 76a, 76b are formed by the channel portions 73a, 73b having a loop-shaped cross section projecting from the sheet portion and having a curved portion outwardly from the long side of the sheet portion 72. Hereby the channel portion 76a, 76b running along the respective side of the wall element 70 is formed.
  • the reinforcement configuration comprises embedded reinforcement bars 78 running in the longitudinal direction of the pillar portions.
  • the reinforcement configuration comprises ring-shaped reinforcements 79 partly embedded in the pillar portions 73a, 73b transversally arranged along the respective pillar portion, a number of ring-shaped reinforcements 79 being arranged at a distance from each other along the pillar portion.
  • the ring-shaped reinforcements 79 are arranged along the pillar portions in such a way that a pillar portion 79a of the ring-shaped reinforcement projects over the channel portion wherein a projecting loop 79a is formed which loop forms a circumferential opening with the channel portion 77.
  • the embedded portion of the partly embedded ring-shaped reinforcement 79 is arranged to run around the reinforcement bar 78 running in the longitudinal direction of the pillar portion.
  • the ring-shaped reinforcements 79 are vertically arranged in the pillar channel portions such that they form a series of loops with a c/c- measure varying depending on dimensioned loads.
  • the strut portions 74a, 74b have channel portions 77 running in the longitudinal direction.
  • the cannel portions 77 are constituted by tubular bars.
  • the channel portions are constituted by tubular channels formed during casting of tubes which after casting have been removed. This is explained in more detail below in connection to fig. 7.
  • the pillar portions 73a, 73b are bevelled, i.e. having grade along its respective external side, which sides constitute the pair of opposite sides 7Oe, 7Of of the wall element.
  • each pillar portion 73a, 73b increases gradually in width from its inner side to its outer side.
  • the external grade or angle along the respective pillar portion 73a, 73b is adapted to the number of wall elements 70 being interconnected side to side in order to form a ring-shaped section as described in connection to fig. 7 and 9.
  • the grade of the respective pillar portion is provided during casting by the mould having a corresponding shape.
  • the casted pillar portions 73a, 73b and strut portions 74a, 74b constitute reinforcements of the wall element 70 arranged to withstand compressive and tensile forces.
  • the sheet portion 72 of the wall element 70 is according to this embodiment arranged to only handle smaller bracing forces and may therefore be made very thin such that the amount of concrete may be reduced considerably.
  • each wall element 70 is made of high performance concrete with such properties that wall elements 70 with a sheet portion 72 with a thickness being thinner than the norm for covering layer, i.e. thinner covering layers on the respective side of the reinforcement net than 30 mm, the reinforcement net according to an embodiment being about 10 mm may be obtained.
  • the sheet portion of the wall element 70 is thus thinner in thickness than 70 mm.
  • Fig. 7 schematically illustrates a plan view of a portion of two interconnected wall elements according to fig. 6.
  • Each prefabricated wall element 70 is arranged to form one of several wall portions of circumferential shell portions 80 of one of several shell portions stacked on each other according to fig. 9.
  • the circumferential shell portions 80 form the ring-shaped tower section 80.
  • the wall elements 70 are arranged to be interconnected by arranging the external side of a pillar portion 73a, 73b of a wall element 70 to the external side of a pillar portion 73b, 73a of another wall element 70 such that they abut against each other such that the internal sides of the respective wall element 70 are angled towards each other.
  • the pillar portions 73a, 73b have a cross section such that when two long sides 70a, 70b of the wall element 70 abut against each other a through channel portion 76 is formed by the channel portions 76a, 76b facing each other by the thus interconnected pillar portions 73a, 73b.
  • the portion 79a of the respective pillar portion projecting over the channel portion of the partly embedded ring-shaped reinforcements 79 transversely arranged along the respective pillar portion is arranged to overlap a corresponding projection portion 79a of an abutting wall element 70 such that the respective loop 79a overlaps the other loop 79a, wherein a loop from the ring-shaped reinforcement 79 of a first wall element 70 extend inwardly towards the channel portion 76a of the pillar portion 23a of an adjacent second wall element 70 and the loop from the ring-shaped reinforcement 79 of the adjacent second wall element 70 extend inwardly towards the channel portion 76b of the channel portion 73b of the first wall element. Consequently ring-shaped reinforcements are transversely arranged along the respective wall element such that when two long sides 70a, 70b of the wall element 70 abut against each other several ring-shaped loops are formed of projecting portions of opposite reinforcements.
  • the pillar portions 73a, 73b is according to an embodiment dimensioned to withstand forces arising in tower constructions for wind power plants.
  • the pillar dimensions varies with suitable measures normally between 200x200 mm to 300x300 mm.
  • suitable measures normally between 200x200 mm to 300x300 mm.
  • mobile antenna towers they may naturally be dimensioned considerably slimmer as the most important thing for such towers is that they are rigid.
  • Removal of tubular element from the formed strut channel portion 77 is facilitated as in the first embodiment e.g. by the tubular element being waxed or lubricated prior to being embedded. Alternatively removal of the tubular element is facilitated by having the tubular element covered in plastic prior to being embedded.
  • Bar elements 94 are arranged to be inserted in the strut channel portions 77 for post-tensioning of wall elements 70.
  • the channel portion 77 is formed by means of a bar element 94 which is arranged to be embedded such that is post-tensioned, the channel portion already having a bar element inserted therein.
  • post-tensioning of strut portions 74a, 74b of wall elements 70 is obtained in a factory, i.e. the post-tensioning is prefabricated.
  • the post-tensioning of strut portions 74a, 74b of wall elements 70 is arranged to be provided after assembly.
  • the bar element is arranged to be tensioned/tightened by means of a nut 94a.
  • the post-tensioning is provided by screwing by means of a hydraulic tool, which post-tensioning by the threading may be performed with less power than if corresponding struts are to be tightened.
  • the edge of the channel portion is arranged to resist the nut.
  • a bar element 94 is arranged in the respective strut portion 77.
  • two or more bar elements are arranged in the respective strut channel portion 77, the bar elements being dimensioned for a certain load, wherein, according to a variant with several bar elements, the bar elements are thinner than if one bar element is used per strut channel portion.
  • the bar element may be arranged interconnected in a group or separately arranged in the respective channel portion.
  • Fig. 8a schematically illustrates a side cross section of portions of wall elements according to fig. 6, and fig. 8b schematically illustrates a side cross section of portion of two wall elements stacked on each other according to fig. 6.
  • Fig 9 schematically illustrates a tower section 80 interconnected by wall elements according to fig. 6.
  • the tower construction 100 is built up of tower sections 80 stacked on each other.
  • Tower sections are obtained by interconnecting wall elements 70 according to above such that a ring-shaped section 80 is obtained.
  • a through channel portion is formed through the thus interconnected pillar portions as described above, i.e. that the respective channel portion 76a, 76b of the respective pillar portion 73a, 73b are facing each other such that said channel portion 76 is formed.
  • Two pillar portions 73a, 73b arranged towards each other in that way form a pillar 73 with a through channel portion running in the longitudinal direction of the pillar.
  • the prefabricated flat wall elements 70 are placed along each other such that a ring-shaped tower section 80 is formed.
  • the ring-shaped tower section 80 is here constituted by identical flat wall elements 70 wherein a facet-shaped ring is obtained.
  • the number of wall elements 70 in a tower section is twelve, wherein the ring-shaped section has a dodecagonal cross section in the horizontal plane.
  • the external bevel or grade of the sheet portion is 7,5 degrees.
  • the respective wall element 70 is trapezoidal-shaped with equal angle on the respective inclining side such that they get the shape of a truncated equally sided triangle an upwardly tapering tower section is obtained, which reduces the moment and thereby dimensioned loads.
  • the number of wall elements 70 may according to alternative embodiments be more of fewer where more results in a more circular tower section and thus more stable from a strength point of view and lighter wall elements 70, and fewer results in fewer wall elements 70 which results in quicker assembly and fewer wall elements 70 to handle.
  • the wall elements 70 of one section 80 to be stacked on another section is smaller in width than the wall element 70 of the section 80 below such that an upwardly tapering tower construction 100 is obtained.
  • the tower sections are arranged to be formed by stacking tower sections on each other, wherein wall elements according to fig. 8b are stacked on each other, wherein a lower end of the respective pillar portion 73a, 73b of the respective wall element 70 of the upper tower section 80 rests on an upper end of the respective pillar portion 73a, 73b of the lower tower section 70 wherein the upper and lower end of the respective pillar portion 73a, 73b according to a variant has a step such that they engage into each other for prevention of lateral sliding of the tower section, see fig. 8b.
  • the pillar portions 73a, 73b of the lower tower section 80 are consequently arranged to support the upper tower section 80.
  • the sections 80 are thus arranged to be stacked on each other for forming of a tower construction 100 by aligning the respective pillar of the respective section with each other.
  • each pillar of the respective section 80 forms a tower pillar such that the tower has a corresponding number of tower pillars, here twelve tower pillars, as the respective section.
  • a through channel is thus formed running in the longitudinal direction of the respective tower pillar by means of the channel portion 76 formed in the pillars of the respective section by alignment of the pillars during stacking of the sections on each other.
  • the tower section further comprises bar elements 93 arranged to be inserted into the channel portions 76 for connecting the circumferential shell portions, i.e. the tower section 80 by means of the bar elements running in the pillar channel portions 76.
  • bar elements 93 are of steel or other suitable material composition arranged to be lead through the respective through channel portion 76 extending in the longitudinal direction of the tower pillar. Thereafter concrete y1 is arranged to be filled in the respective channel portion such that a permanent locking of the wall element 70 and the sections 80 is provided with bar elements 93 and said ring-shaped reinforcements through which overlapping ring-shaped loops bar elements 93 are arranged to be introduced. In such a way the tower construction 100 is permanently locked and a very stable construction is obtained. Hereby no welding is required.
  • Such a construction with tower pillars with through channels running in its longitudinal direction results in a simple solution which may be controlled from factory and where the tower construction then easily may be built on the site.
  • each bar element is rotatably arranged in the respective channel portion.
  • a hollow tubular element is arranged to be embedded in the respective channel portion 76, forming a channel dimensioned such that bar elements may be introduced and rotated in the channel.
  • the tubular element is removably embedded in the channel portion.
  • the tubular element is waxed, lubricated, or treated with another suitable agent which does not stick to or is locked by concrete prior to being embedded, which facilitates removal of the tubular element such that it may be removed such that a channel formed by the concrete cast in the pillar portion is formed, dimensioned such that the bar element may be introduced and rotated in the channel.
  • removal of the ring-shaped element is facilitated by having the tubular element covered in plastic prior to it being embedded. Any suitable means for providing.
  • the tubular element does not need to be hollow.
  • an upper axially extending end portion and a lower axially extending end portion of the tubular element a bigger circumference, i.e. diameter, than the remaining portion of the tubular element running there between.
  • a channel 77' of the pillar portion is obtained when removing the tubular element which has a greater circumference along an upper portion 77'a and along a lower portion 77'b of the channel.
  • the pillar portions 73a, 73b are consequently according to an embodiment also arranged to be post-tensioned in each single wall element 70 in factory combined with strong joints between the different floor levels of the tower construction.
  • bar elements 93 are therefore in single positions or as an interconnected series of bar elements 93 connectable and finally lockable by threading devices, the threading devices according to a variant being constituted by threads 93a in bar elements 93 and nuts 93b with threading adapted for the threads such as is apparent from fig. 8a-b.
  • the threads of the respective bar element is preferably adapted such that when the bar element is arranged through a pillar portion 73a, 73b of a wall element, alternatively through two or several pillar portions of wall elements 70 of tower sections 80 stacked on each other, the thread has an extension corresponding to the wider part of the channel 77' surrounded by concrete y1.
  • a bar element may thus have a length corresponding to a one pillar portion, two pillar portions or several pillar portions, the respective end of the bar element having threads corresponding to the extension of the wider portion 77'a, 77'b of the channel 77.
  • the respective nut 93b preferably has an extension corresponding to the double extension of the wider portion 77'a, 77'b in the channel 77.
  • the nut 93b will project corresponding to the length of a wider portion of the channel in a pillar portion.
  • the projection portion of the nut 93b is during stacking of an additional tower section arranged to be introduced in a wider portion of the channel of a pillar portion of the tower section stacked thereon, wherein a bar element may be introduced through it and threaded to the nut for post- tensioning.
  • the pillar portions are post-tensioned on the location, preferably also from the bottom to the top, by bar elements 93 connected in series.
  • the work is made easier but above all it is facilitated to provide a final tensioning to the entire tower construction 100 in an easy way, e.g. by means of a light weight and simple hydraulic tool, to a desired tension.
  • No lock creeping which is hard to handle occurs, and for maximum rigidity after possible initial creeping of the bar element of steel during e.g. the first year final strain may easily be obtained. This results in a considerably more stable connection and rigidity.
  • some bar elements at the time are connectably strained, and by the fact that the forces decrease higher up in the tower construction the bar elements are adapted to the actual forces decreasing with height since the moment becomes less.
  • the bar elements preferably comprising steel, are consequently dimensioned after the forces they are arranged to absorb such that the dimension of bar elements and/or the dimension on the pillars and struts higher up in the tower construction are dimensioned to absorb less force than bar elements in lower tower sections, which reduces the material consumption.
  • tower sections for forming of the tower construction may be connected by means of post-tensioned bar elements and/or by means of concrete added to the channel portions for fixing tower sections by casting.
  • the tower construction 100 According to an embodiment of the tower construction 100 according to the second embodiment, ten sections 80 are stacked on each other, wherein the respective section 80 is upwardly tapering.
  • the respective wall element 70/section 80 is according to this embodiment 10 m high such that the tower construction 100 becomes 100 m high.
  • the tower construction may of course be built to desired height.
  • the tower construction 100 is according to an embodiment configured such that it is arranged to support the turbine of a wind power plant and thus constitutes a tower for a wind power plant.
  • the height of the tower construction is in the range of 60-140 m, but higher towers are possible to obtain.
  • the tower construction has according to a variant a bottom diameter in the range of 4-8 m, preferably 5-7 m.
  • a bar element 93 is arranged in the respective pillar channel portion 76 or a bar element 93 is arranged to run through two or more pillar channel portions 76.
  • two or more bar elements are arranged in the respective strut channel portion 76, the bar elements being dimensioned for a certain load, wherein, according to a variant with several bar element, the bar elements are thinner than if one bar element is used per pillar channel portion.
  • the bar elements maybe arranged interconnected in a group or separately arranged in the respective channel portion.
  • Post- tensioning of strut portions and pillar portions may, as mentioned, be provided in different ways. One way is that it is made in factory, both in pillar portion and strut portion. Another way is to leave post-tensioning in pillar portions to after assembly of a tower section 30; 80 and thus connect several tower sections stacked on each other.
  • some wall elements are stretched at a time and by the fact that the forces are reduced upwardly the bar elements are adapted to the actual forces reducing with height since the moment becomes smaller.
  • the bar elements have the same dimension and are stretched from the bottom to the top, which has the advantage that if then, e.g. after one year a need exists for additional stretching due to the steel of the bar element creeping and slacken.
  • the bar element 44; 90 in the strut portions are straight and stretchably arranged in strut portions of the respective wall element 20; 70.
  • the advantage with a straight bar element is that it reduces the number of tensions and stretches, it is possible to stretch easy and precise with nuts without creeping, and they may be post-tensioned by screwing.
  • wall elements 27, 70 for forming of tower constructions 50, 100 for mobile antenna systems and wind power plants have been described.
  • a waste silo or manure well could be constructed.
  • any suitable building construction may be provided by means of the wall elements according to the present invention, such as the shell of a multi-storey building, where the strut portions according to a variant may constitute beams for floor levels.
  • the wall elements need not be of the same size.
  • Any suitable tower shape or other building shape may be provided with the device, wherein the ring-shaped section may be a regular or irregular polygon.
  • the ring-shape may have any suitable cross section such as triangular, square, rectangular, pentagonal, hexagonal, etc. or an irregular cross section.
  • Fig. 10a-d show different measured data of high performance concrete y1 according to the present invention compared to conventional concrete y2.
  • the high performance concrete according to the present invention is composed of cement and ballast with a water-cement-number, vet, i.e. weight ratio between amount of water and amount of cement, being lower than 0.39, wherein all added water has been chemically bound during hardening into concrete and where all capillary pores vanished into the cement paste.
  • vet i.e. weight ratio between amount of water and amount of cement
  • the cement constitutes 20-30 % of the high performance concrete and ballast 55-75 % of the high performance concrete.
  • the high performance concrete is composed of 5-15 % water, with vet ⁇ 39.
  • Ballast comprises slag and/or stone and/or sand.
  • the ballast comprises sharp sand which according to an embodiment constitutes 10-20 % of the high performance concrete.
  • the cement comprises according to an embodiment fine material such as micro silica, aerogel and similar materials. According to an embodiment the fine material constitutes 1-5 % of the high performance concrete.
  • the high performance concrete according to an embodiment of the present invention is consequently composed of smaller admixtures of material with good grip zones, i.e. material having a rough configuration/surface, are uneven, e.g. with craters or the corresponding, such as aerosol and/or sharp sand and/or mineral fibre such as carbon fibre, silicate fibre, or basalt fibre, mixed in cement to a certain composition.
  • the high performance concrete y1 is according to the present invention composed with an admixture of 10-20 % sharp sand, and/or 1-5 percentages by volume of aerogel and/or slag in glass phase and/or mineral fibres such as carbon fibre, silicate fibre, or basalt fibre.
  • Fire tests have been performed on the high performance concrete y1 according to the present invention. The test was performed on the national testing laboratory in Boras, Sweden. Two pillars of the high performance concrete 71 were tested against fire according to SIS 02 48 20 during 122.5 minutes. Bothe pillars kept the load-bearing capacity during the entire test.
  • the properties of the concrete are improved by increasing the density of the cement paste and cooperation with ballast material. Thereby is obtained an increased compressive and tensile strength, good water-tightness but at the same time good diffusion-openness, higher aging durability, high carbonation and chloride resistance, high adhesiveness and that the concrete is shrink free during hardening.
  • the high performance concrete according to the present invention results in increased flexural strength from in the best case today 5-7 MPa to 10-15 MPa with possibility to doubling of compressive strength of normal concrete.
  • the water cement number, vet at the same time may be made low, the small amount of released steam is all of a sudden not able to split the material during fire.
  • Compressive and flexural strength tests were made on high performance concrete y1 according to the present invention and as a comparison normal concrete 72, the following results being obtained after 28 days.
  • High performance concrete v1 according to the present invention Compressive strength after 28 days 95 MPa
  • Fig. 10a-d show tests of high performance concrete according to the present invention, denoted y1 , and conventional concrete, denoted y2 below.
  • Fig. 10a shows tests of shrinking on 40x40x160 mm samples with dowels on both sides of high performance concrete according to the present invention and normal concrete y2.
  • the length was measured with a Graf-Kaufman apparatus. After 6 months no notable shrinkage of the high performance concrete y1 according to the present invention was noted unlike normal concrete y2.
  • Fig. 10b shows water absorption through capillary suction, where the test was performed according to Swedish standard on high performance concrete y1 according to the present invention and normal concrete y2.
  • the water-proofness of the high performance concrete y1 according to the present invention is substantially higher than normal concrete y2.
  • Fig. 10c shows freezing and thawing in acid and chloride based solution where the test was performed according to ASTM 666, which is a standard test method for concrete resistance, on high performance concrete y1 according to the present invention and normal concrete y2. The test shows that the chloride resistance of the high performance concrete y1 according to the present invention is considerably higher than normal concrete y2.
  • Fig. 1 Od shows a special test of freezing and thawing in a mixture of equal parts of formic acid, lactic acid and acetic acid with pH 3, on high performance concrete y1 according to the present invention and normal concrete y2.
  • the test shows that the acid resistance of the high performance concrete y1 according to the present invention is considerably higher than normal concrete y2.
  • the degree of carbonation was measured by changing the test bodies in the tests above, wet them with water and spray a phenolphthalein solution over the surfaces. Carbonated surfaces do not become pink-coloured. The carbonation depth for y1 after 6 months was measured to 1-1.5 mm. This shows that the concrete has a very low permeability which explains the low water absorption and high ability to resist salt and acids.
  • the pillar portions may absorb a considerably higher compressive load than conventional concrete, more than 70 MPa in pressure load.
  • the pillar and strut portions may therefore be dimensioned to take all existing vertical and horizontal compressive and tensile forces of the tower construction 50, 100 while the relative to the pillar and strut portions thin sheet portions 22, 72 only answers for bracing.
  • the tower construction according to the present invention with high performance concrete according to the present invention thus gets a considerably better strength than with conventional concrete.
  • the total capacity needs to be calculated according to the ability of the tower construction to withstand tensile forces on one side and equal size of compressive forces on the opposite side.
  • a pillar portion 73a, 73b with a compressive strength of e.g. 80 MPa is post- tensioned by 40 MPa.
  • the side of the tower construction 100 being subjected to tensile load is to be withstood by the tensile strength existing in the bar elements 93, preferably of steel, arranged in the pillar portion, while the compressively loaded opposite side of the tower construction 100 is to be withstood by the compressive forces remaining in the high performance concrete y1 , i.e. 40 MPa. Consequently, if the high performance concrete y1 can withstand a compressive load of 140 MPa, 70 MPa remains when post- tensioning of the bar element 93 is performed.

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Abstract

L'invention porte sur un élément de paroi préfabriqué pour une construction de tour, essentiellement en béton, conçu de façon à former l'une des différentes parties de paroi d'un bâtiment constitué de portions de coque circonférentielles de l'une des différentes parties de coque empilées les unes sur les autres; l'élément de paroi (20; 70) est constitué d'une partie de feuille sensiblement plane (22; 72) comprenant une paire de côtés opposés conçus pour s'étendre sensiblement horizontalement dans le bâtiment et une paire de côtés opposés conçus pour s'étendre dans une direction formant un angle prédéterminé avec le plan horizontal dans le bâtiment; le long de ces côtés, l'élément de paroi (20; 70) comprend des parties de pilier vouées à l'absorption de charge de compression et de traction (23a, 23b; 73a, 73b) et il est destiné à être relié à des éléments de paroi adjacents (20; 70). L'invention porte également sur une construction de tour, sur un système d'antenne mobile et sur une éolienne.
PCT/SE2010/050213 2009-02-27 2010-02-24 Élément de paroi préfabriqué pour construction de tour, et construction de tour Ceased WO2010098716A1 (fr)

Priority Applications (3)

Application Number Priority Date Filing Date Title
US13/202,736 US20120042585A1 (en) 2009-02-27 2010-02-24 Prefabricated wall element for tower construction, and tower construction
JP2011552002A JP2012519244A (ja) 2009-02-27 2010-02-24 タワー構造物用プレハブ壁部材およびタワー構造物
EP10746514A EP2401454A1 (fr) 2009-02-27 2010-02-24 Élément de paroi préfabriqué pour construction de tour, et construction de tour

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
SE0950105A SE534051C2 (sv) 2009-02-27 2009-02-27 Prefabricerat väggelement för tornkonstruktion, samt tornkonstruktion
SE0950105-7 2009-02-27

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WO2010098716A1 true WO2010098716A1 (fr) 2010-09-02

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US (1) US20120042585A1 (fr)
EP (1) EP2401454A1 (fr)
JP (1) JP2012519244A (fr)
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WO2017102925A1 (fr) * 2015-12-17 2017-06-22 Lafarge Procédé de construction d'un pylône en béton destiné à une éolienne
US10465410B2 (en) 2013-09-27 2019-11-05 Smart Inovation Sweden Ab Pole for the transmission of electric power and/or telecommunication signals, and use and method
EP3344884B1 (fr) 2015-09-02 2019-11-06 Insight Analytics Solutions Holdings Limited Sangle de compression de palier

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US20120042585A1 (en) 2012-02-23

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