EP2250323B1 - Maçonnerie à renforcement vertical en béton armé - Google Patents

Maçonnerie à renforcement vertical en béton armé Download PDF

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Publication number
EP2250323B1
EP2250323B1 EP09709180.5A EP09709180A EP2250323B1 EP 2250323 B1 EP2250323 B1 EP 2250323B1 EP 09709180 A EP09709180 A EP 09709180A EP 2250323 B1 EP2250323 B1 EP 2250323B1
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EP
European Patent Office
Prior art keywords
masonry
load bearing
reinforcement
bearing structure
infilling
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Application number
EP09709180.5A
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German (de)
English (en)
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EP2250323A2 (fr
Inventor
Liam Clear
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Wembley Innovation Ltd
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Wembley Innovation Ltd
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Publication of EP2250323A2 publication Critical patent/EP2250323A2/fr
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/02—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls built-up from layers of building elements
    • E04B2/14—Walls having cavities in, but not between, the elements, i.e. each cavity being enclosed by at least four sides forming part of one single element
    • E04B2/24—Walls having cavities in, but not between, the elements, i.e. each cavity being enclosed by at least four sides forming part of one single element the walls being characterised by fillings in some of the cavities forming load-bearing pillars or beams
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/38—Connections for building structures in general
    • E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
    • E04B1/4178—Masonry wall ties
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/02—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls built-up from layers of building elements
    • E04B2002/0202—Details of connections
    • E04B2002/0243—Separate connectors or inserts, e.g. pegs, pins or keys
    • E04B2002/0254—Tie rods

Definitions

  • a windpost generally consists of a steel column secured at its top and base to the building frame or another suitable load-bearing structure. This form of construction brings with it the following disadvantages:
  • Our invention seeks to replace the windpost and to achieve increased strength and ductility within the wall panel.
  • AU 74220 81 (B W Pittman) discloses a wall constructed using courses of hollow interlocking masonry units. Upright ties extending between a footing and a wall plate pass through the hollow masonry units and are tensioned to compress at least some of the units in the courses.
  • the reinforced cementitious material strengthens the masonry infill against transverse loading/deflection and helps to secure the panel within the load bearing structure.
  • the reinforced cementitious material e.g. reinforced concrete
  • the load bearing support may be a foundation, or another part of the load bearing structure, for example a beam.
  • the body may be secured to or within a beam which forms a part of the load bearing structure above or within the masonry infill.
  • the reinforced cementitious material may be used instead of a wind post, without requiring expansion joints frame ties, mastic, fire protection, sound insulation or dedicated isolated access during construction.
  • the reinforcement may comprise steel bar (e.g. "rebar").
  • the optimum or acceptable relative section areas of the concrete and steel and the positioning of the bars in the cavity may be calculated in accordance with standard engineering principles for beams and columns subjected to point and/or distributed loading, taking into account design service conditions such as anticipated impact and wind loading, etc.
  • the reinforced cementitious material will key to the interiors of the hollow blocks and their presence can therefore be taken into account when determining the size and position of the steel bars. Allowance must be made for any reduction in compressive strength caused by the presence of any mortar joints in the masonry.
  • the masonry is preferably laid in mortar or like bonding/bedding material. Solid masonry units may be used in regions of the masonry infill away from the cavity.
  • the lower end of the reinforcement may be received in a body secured to the load bearing support so as to permit longitudinal sliding movement of the reinforcement lower end in the body, whilst constraining movement of the reinforcement in a direction transversely of the infill.
  • the lower end of the reinforcement may be built into the load bearing support, e.g. fixed in concrete forming the load bearing support.
  • the body may comprise a socket in which the end (upper or lower, as applicable) of the reinforcement is received.
  • the socket may be formed in a metal body inserted (e.g. cast) into the load bearing structure/support.
  • the load bearing structure or load bearing support is a metal (e.g. steel) frame
  • the socket may be formed in a cleat secured (e.g. bolted) to the frame.
  • the reinforcement may be a sliding fit in the socket (e.g. there may be a total radial clearance of 1mm or less for a rebar of 16 mm diameter). This allows relative longitudinal movement to take place between the reinforcement and the socket, thereby accommodating differential expansion between the masonry infill and the load bearing structure. Suitable boots, seals or sealant may be applied to prevent the wet cementitious material from entering the socket as the cementitious material is cast.
  • the reinforcing bar ends engage the interior sides of the sockets and transfer the transverse loads to the load bearing structure. Under such loading, the reinforcing bars will tend to bow so as to produce a reactive moment at the socket. Reaction forces from the sockets at the bar ends and the stiffness of the surrounding masonry tend to restrain and prevent excessive lateral movement of the masonry.
  • the upper course or edge of the masonry infill may be secured to the load bearing structure by other means besides the attachment at the reinforcement.
  • Fixings which are conventional in themselves, such as metal brackets and head restraints, can be used for this purpose.
  • Mortar beds between courses may also be reinforced by means which are conventional as such, for example using metal wire or mesh.
  • reinforcements such as rebars or suitably shaped elongate metal brackets may be embedded in the cementitious material in the cavity, with one or both of their ends extending into the masonry bed joints.
  • brackets or reinforcements may extend to one side, to both sides, or to either side alternately, of the cavity, in each course, in every other course, in every third course, etc, depending upon the degree of reinforcement demanded by the particular service conditions of the masonry infill concerned.
  • More than one reinforced cementitious material filled cavity as described above can be provided, thereby providing effective reinforcement of horizontally long masonry infills, or at free vertical edges of apertures formed in a masonry infill.
  • the reinforcement may comprise shorter lengths secured together end-to-end or overlapped to provide effective longitudinal securement, so that the hollow masonry units do not have to be threaded over the entire length of the reinforcement as the infill is constructed.
  • the first length of the reinforcement is secured to the load bearing support, and further lengths are added upwardly as the infill is built up.
  • the cavity can be filled with cementitious material to encase the reinforcement as each masonry course is laid; or after two or more courses have been laid; or after the entire infill is otherwise complete. It is preferred that the cementitious material is not allowed to fully cure between successive pours, to eliminate cold jointing and promote bonding into a unitary whole. Threaded connections can be used to secure the lengths of reinforcement end-to-end, but generally the overlapping securing method is preferred.
  • the masonry infill may also comprise a reinforced cementitious material (e.g. concrete) casting extending parallel to a course of masonry units.
  • the reinforced cementitious material casting may comprise a bond beam formed within a course of hollow masonry units. These units may have a U-shaped cross-sectional profile within which the reinforcement (e.g. rebars) is placed, and within which the cementitious material of the bond beam is contained whilst it cures and afterwards.
  • One or both ends of the reinforcement for the casting may be secured to the load bearing structure. Bodies secured to the load bearing structure in a similar manner to those used to secure the upper end of the above-described reinforcement, may be used to secure the or each end of the cementitious material casting to the load bearing structure.
  • One or more courses of masonry above and/or below the cementitious material of the bond beam may be tied into the cementitious material by reinforcements extending into the cementitious material and into mortar filled spaces in or between the units of masonry in these courses.
  • reinforcements extending into the cementitious material and into mortar filled spaces in or between the units of masonry in these courses.
  • rebar or suitably shaped elongate metal brackets may be cast into the cementitious material so as to extend into the vertical mortar joints (perpends or "perps") in the adjacent course or courses above and/or below.
  • selected U-shaped blocks may be provided with holes in their bases, allowing the rebar or elongate brackets to pass downwardly into perpends of the course below, as well as upwardly from between the limbs of the U into the course above.
  • the rebar or brackets may be assembled from shorter lengths joined end-to-end as building of the infill progresses, in similar way to the advantageous form of cementitious material reinforcement described above. In this way, the rebars or brackets may extend through and tie several courses of masonry above and/or below to the cementitious material casting or bond beam.
  • the elongate brackets may be generally L-shaped, having a horizontal support foot which rests against the blockwork course below and stabilses the bracket against an adjacent block before it is built into the masonry.
  • the invention correspondingly provides a method of constructing a masonry infill in a load bearing structure, as defined in claim 15.
  • Figure 1 depicts a front elevation of a half-hollow masonry unit in the form of a building block 1 through which modular reinforcement (rebar) 2 can be placed vertically in the hollow portion 3.
  • rebar modular reinforcement
  • Figure 2 is a plan view of the half-hollow block 1 shown in Figure 1 with the vertical reinforcement 2 located centrally within the hollow 3 and the hollow backfilled with a cementitious mix, e.g. 40 N/mm 2 premixed concrete.
  • a cementitious mix e.g. 40 N/mm 2 premixed concrete.
  • Figure 3 illustrates a section of the bottom of a bonded masonry infill wall 50 embodying the invention.
  • the wall is formed from the half-hollow blocks 1 described above and standard solid blocks 1b bedded in mortar or similar material to form joints 1a.
  • a receptor cleat 5 is shown fixed to a floor or floor slab 16 forming a load bearing support.
  • the load bearing support may be a beam, for example part of a building frame.
  • the lower end of a modular section of reinforcement 2 is placed into the receptor cleat. Alternatively this end may be cast directly into the load bearing support 16 where the latter is made from concrete, for example.
  • the bottom four courses of blocks are then laid in the normal manner, with the half-hollow blocks 1 placed over the reinforcement, such that the hollow aligns vertically with the block below to form a continuous vertical cavity containing the reinforcement.
  • the modular reinforcement 2 is shown with a threaded connector 4 screwed onto its threaded upper end.
  • a threaded lower end of the next modular reinforcement (not shown) is screwed into the connector to provide a continuous and full strength connection.
  • Transfer rods or L-shaped brackets 9 are located in every second bed joint, with the shorter leg protruding out/down into the cavity which is then backfilled with a cementitious mix such as concrete. Other spacings of brackets/transfer rods 9 may be used, as appropriate to the degree of reinforcement required.
  • the brackets/transfer rods assist in transferring shear stress between the reinforced cementatious material in the cavity 3 and the surrounding blockwork, e.g. under transverse loading of the wall.
  • FIG. 3a The structure shown in Figure 3a is similar to that shown in Figure 3 , except that the sections of modular reinforcement, rather than being secured together with threaded connectors 4, are placed with their ends overlapping, preferably by tying the next section of reinforcement to the previous one before the resulting joint is encased in the blockwork being laid.
  • Wire ties 2a or other suitable means are used to secure the overlapped reinforcement ends together temporarily before they are encased in and permanently held together by the cured cementitious mix.
  • the length of the overlap is made sufficient so that tensile stress in one section of reinforcement can be transmitted via shear stress at the interface to the surrounding cementitious matrix and then to the next section of reinforcement, without shear failure occurring between the matrix and the reinforcement ends (i.e.
  • the length of overlap may be as specified in local building codes. For example 50x rebar diameter may be typical. This form of joining the modular reinforcement sections may be used in place of the threaded connectors 4 wherever those are mentioned in this document.
  • Figure 4 illustrates a section of the top of a bonded masonry infill wall embodying the invention.
  • a receptor cleat 6 (which may be substantially the same as the receptor cleat 5; although other arrangements are also possible, as further discussed below in conjunction with Figures 7 and 8 ) is shown fixed to the soffit 18 of a load bearing structure in which the masonry infill 50 is being constructed.
  • the upper end of a modular section of reinforcement 2 is placed into the receptor cleat 6.
  • the thread on the lower end 7 of this reinforcement section may be long enough to fully accommodate a connector 4 (not shown) so that this may then be screwed down onto the upper end of the modular reinforcement section below (not shown).
  • a backing nut can be used if required, to form a rigid, play-free joint.
  • the uppermost connector 4 may be screwed up from the lower reinforcement section onto the adjacent uppermost reinforcement section.
  • the overlapping joining method can be used for the sections of modular reinforcement, as described above with reference to Figure 3a .
  • the upper end of the uppermost length of reinforcement 2 is poked into the receptor cleat 6 before the wire ties 2a are secured.
  • the top four courses of blocks are then laid in the normal manner, using half-hollow blocks 8 with no end wall, placed into position around the reinforcement so that the hollow aligns vertically with that of the block below.
  • the threaded end 7 of the uppermost modular reinforcement section screws into the connector of the modular reinforcement below, or the two plain ends are overlapped (not shown in Figure 5 ), to provide a continuous and full strength connection.
  • Transfer rods or L-shaped brackets 9 are again located in every second bed joint, with the shorter leg protruding down into the cavity which is then backfilled with the cementitious mix. Throughout the height of the infill, other spacings of brackets/transfer rods 9 may be used, as appropriate to the degree of reinforcement required.
  • Figure 5 depicts a plan view of the half-hollow block 8 with no end wall, with the vertical reinforcement 2 located centrally within the hollow 3 and the hollow backfilled with the cementitious mix.
  • Figure 6 depicts an elevation of the half-hollow block 8 with no end wall which can be placed around the reinforcement 2 so that this extends vertically and substantially centrally in the hollow portion 3. The absence of the end wall ensures that this placement remains possible even when the corresponding reinforcement section 2 is secured at either end, between the cleat and the next lower reinforcement section.
  • Figure 7 depicts an example of a receptor cleat 5 for locating the vertical reinforcement 2 in the desired position within the cavity at the base of the wall formed by the masonry infill.
  • the reinforcement is preferably located substantially in the centre of the cavity formed by the vertically aligned hollow parts of the hollow blocks 1.
  • This particular example shows a receptor cleat 5 comprising a tubular socket 20 welded to a base plate 22 which can then be fixed to the floor slab or other load bearing support 16, using appropriate fasteners such as bolts, expansion bolts, etc.
  • the reinforcement fits snugly in the tubular socket but this allows for longitudinal sliding to accommodate shrinkage etc.
  • Figure 8 depicts an example of a modified receptor cleat 6 for locating the vertical reinforcement 2 at the desired location (e.g. substantially in the centre) in the vertical cavity at the head of the wall.
  • This particular example shows a tube 24 welded to a base plate 20 which can then be bolted or otherwise fixed with appropriate fasteners to the soffit.
  • the tube wall has a semi-cylindrical cut-away portion extending from its free end towards the base plate, over a substantial portion of its length.
  • the reinforcement sits within the remaining semi-circular section 26 of the tube which gives it restraint against lateral loading at least in one direction, but allows sufficient access/tolerance to enable the modular reinforcement 2 to be connected to the modular section below as well as accommodate head deflections, shrinkage, expansion etc.
  • the uppermost modular reinforcement section can therefore be fitted to the adjacent section without the need to screw the connector 4 up and then down or down and then up as described above.
  • Figure 9 depicts a transfer rod or L-shaped bracket 9 which has a short leg 11 and a long leg 12 and a series of perforations 10 which, when built into a wall, allow the mortar / concrete etc to pass through, providing shear resistance.
  • the bracket 9 may be used, as shown in and described with reference to Figures 3, 3a and 4
  • Figure 10 shows a portion of the masonry infill or wall 50 which accommodates both a reinforced concrete filled vertical cavity 3 and a course of hollowed out, U-shaped cross-section masonry units or blocks 30 for accommodating a bond beam 31.
  • a pair of horizontally extending rebars 32 are suspended one above the other in the open channel formed by the U-profile blocks 30 as this course is laid.
  • the channel is filled with concrete or other cementitious material to form the bond beam and the next course can then be laid.
  • L-shaped brackets or transfer rods 34 may extend from the horizontal channel into the perpends of the adjacent courses. These may be similar to the brackets 9 of Figure 9 .
  • Solid blocks 1b may be used in regions of the wall away from the reinforced concrete filled vertical cavity 3 and the bond beam filled horizontal channel in the U-profile blocks 30.
  • the ends of the rebars 32 are slidingly fitted into tubular sockets 36 welded to a base plate 40 of a further cleat 38.
  • the cleat 38 is similar to the cleat 5, and its base plate 40 may be fixed to an adjacent load bearing structure, e.g. the frame of a building, prior to fitment of the rebars and pouring of the bond beam concrete. In this way, one or both ends of the bond beam may be secured to the load bearing structure.
  • the load bearing structure is formed from concrete, the body of the cleat may be cast into this structure.
  • Brackets 34 may be provided, similar to the brackets 9 of Figure 9 .
  • Figure 12 shows a modification of Figure 11 , in which the brackets 34 are replaced by L-shaped transfer rods 2a, having threaded ends that may each be connected to one or more further modular rebar sections 2 in series, by threaded connectors 4. Alternatively, some or all of these joints may be formed by overlapping rebar ends, as described above with reference to Fig. 3a . In this way, the bond beam may be tied to one or more adjacent masonry courses, both above and below. Vertical holes may be provided in the blockwork where the rebar sections and transfer rods 2, 2a pass through away from perpends, and into which the rebar sections/transfer rods are grouted or mortared as the blockwork is built up.
  • the lower transfer rods 2a may have their ends bent over or partly bent over to form the final L-shape after placement of the corresponding U-profiled block 30, or the hole in the base of the block and/or the radius of the bend in the rod 2a may be configured to allow the block to be threaded over the upper, free end of the rod 2a as the block 30 is laid.
  • Figure 13 is similar to Figure 10 , but shows the vertical cavity 3 filled with reinforced cementitious material e.g. concrete, used to strengthen the free vertical edge of blockwork adjacent to an opening 42, such as a window, door or service opening. Such edge strengthening may be required for higher transverse design loadings on the blockwork, for example loadings over 5 kPa.
  • the vertical edge of the opening is formed by hollow half blocks 1c which alternate course by course with the half hollow blocks 1, to provide the vertical cavity 3 extending through the courses adjacent to the opening 42.
  • the modular reinforcement 2 can terminate in the bond beam, where design loads allow.
  • L-shaped transfer rods 2a such as shown in Figure 12 can be used to terminate the vertically extending, modular reinforcement 2 in the bond beam.
  • the bond beam may terminate in the course of blockwork above the opening 42 (e.g. at or slightly beyond the side of the cavity 3 opposite to the opening 42) to form a lintel above the opening 42.
  • the lower end of the vertical edge reinforcement can similarly be terminated in a bond beam where appropriate, e.g. in the case of a window or service opening.
  • the upper or lower part of the reinforcement 2 shown in Figure 10 can terminate in the bond beam; or indeed both ends of such a vertical reinforcement can terminate in a bond beam.
  • Figure 14 is similar to Figure 4 , but shows alternative elongate shear transfer brackets 9a. These have a central portion embedded in the cementitious material in the vertical cavity 3, with opposed end parts extending into the blockwork on either side of the cavity 3.
  • the vertical spacing of the brackets 9a can again be varied, depending upon the degree of reinforcement required.
  • the length of the bracket can similarly be varied.
  • the bracket 9a may be of a generally standardised form as shown on Figure 15 . As shown, it has a short foot part 44 extending at right angles to a main shank 46. It is provided with apertures 10 similar to those of the bracket 9, and for the same purpose.
  • a notch 48 is cut into the shank extending from one edge across to the midline, to accommodate inter alia the modular reinforcement 2.
  • a similar notch 52 is cut into the opposite edge of the shank, for a purpose explained below.
  • the standard bracket 9a can also be used as a stress transfer member in a bond beam, as shown in Figure 16 .
  • the foot 44 is used to support the bracket with the shank 46 propped vertically against an adjacent block le, immediately before the bracket is built into the blockwork. When built in, the foot lies in a bed joint and the adjacent part of the shank lies in a perpend. (As used in Fig. 14 , of course, the foot 44 lies in a perpend and the shank in a bed joint. The foot is not necessary in the arrangement shown in Fig. 14 , but is preferred so as to keep the different kinds of brackets required to a minimum).
  • the remainder of the shank 46 extends through an opening 54 in the base of the U-profiled block 30a, so as to traverse the cavity in which the bond beam is to be formed.
  • the distal end of the shank 46 projects upwardly beyond the top edges of the block 30a a significant distance, so that it can be built into a perpend of the next course of blockwork immediately above the bond beam.
  • the courses of blockwork above and below the bond beam are tied to the bond beam, with the brackets 9a helping to transfer shear loads or other stresses between the bond beam and the surrounding blockwork.
  • the notches 48 and 52 can be used to accommodate and support bond beam rebars 32 in the correct position within the bond beam cavity, before the bond beam concrete or other cementitious material is cast and cured.

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  • Physics & Mathematics (AREA)
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Claims (15)

  1. Structure de support de charge (18) ayant une maçonnerie de remplissage (1, 1c, 8, 50) comprenant des unités de maçonnerie creuses (1, 1c, 8) agencées de manière à définir une cavité (3) s'étendant à travers des assises adjacentes de la maçonnerie, la cavité étant remplie de matériau cimentaire renforcé, une extrémité inférieure d'un renfort (2) du matériau cimentaire étant fixée à un support de charge (16) ;
    caractérisée en ce que la structure de support de charge (18) est pré-existante, un corps (6) étant fixé à la structure de support de charge préexistante (18) et recevant une extrémité supérieure du renfort (2) de manière à permettre un mouvement de glissement longitudinal de l'extrémité supérieure de renfort dans le corps, tout en limitant le mouvement du renfort dans une direction transversale de la maçonnerie de remplissage.
  2. Structure de support de charge (18) ayant une maçonnerie de remplissage (1, 1c, 8, 50) selon la revendication 1, dans laquelle l'extrémité inférieure du renfort (2) est reçue dans un corps supplémentaire (5) fixé au support de charge (16) de manière à permettre un mouvement de coulissement longitudinal de l'extrémité inférieure de renfort dans le corps supplémentaire, tout en limitant le mouvement du renfort dans une direction transversale de la maçonnerie de remplissage, ou dans laquelle l'extrémité inférieure du renfort (2) est intégrée dans le support de charge (16).
  3. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon l'une quelconque des revendications précédentes, dans laquelle le corps (6) comprend une douille dans laquelle l'extrémité coopérante du renfort (2) est reçue.
  4. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon la revendication 3, dans laquelle le corps (6) est encastré dans la structure de support de charge (18) ou dans laquelle le corps (6) comprend une clavette.
  5. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon la revendication 3 ou 4, dans laquelle le renfort (2) est ajusté par coulissement dans la douille.
  6. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon l'une quelconque des revendications 3 à 5, dans laquelle des manchons, des joints ou un matériau d'étanchéité sont appliqués de manière à empêcher que du matériau ne pénètre à l'intérieur de la douille lorsque le matériau cimentaire est coulé.
  7. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon l'une quelconque des revendications précédentes, caractérisée en ce que l'assise ou le bord supérieur(e) du remplissage de maçonnerie est fixé(e) à la structure de support de charge (18) par d'autres moyens que la fixation au niveau du renfort de matériau cimentaire.
  8. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon l'une quelconque des revendications précédentes, dans laquelle le remplissage de maçonnerie comprend une pièce coulée en matériau cimentaire renforcé (31) s'étendant parallèlement à une assise des unités de maçonnerie (1, 1b).
  9. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon la revendication 8, dans laquelle la pièce coulée en matériau cimentaire renforcé (31) comprend une poutre de liaison formée à l'intérieur d'une assise d'unités de maçonnerie creuses (30).
  10. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon la revendication 8 ou 9, dans laquelle une ou plusieurs assises de maçonnerie (1, 1b) au-dessus et/ou en dessous du matériau cimentaire de la pièce coulée (31) sont jointes au matériau cimentaire par des renforts (2a, 34) s'étendant dans le matériau cimentaire et dans des espaces remplis de mortier ou de coulis dans ou entre les unités de maçonnerie dans ces assises.
  11. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon la revendication 10, dans laquelle les renforts (2a) joignant les assises sont assemblés à partir de longueurs plus courtes de matériau de renfort.
  12. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon l'une quelconque des revendications précédentes, dans laquelle des renforts (9) sont encastrés dans le matériau cimentaire dans la cavité (3) s'étendant à travers des assises adjacentes, avec des extrémités saillantes du renfort encastré s'étendant dans des joints du lit de maçonnerie (1a).
  13. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon l'une quelconque des revendications précédentes, dans laquelle le renfort (2) dans la cavité s'étendant à travers des assises adjacentes comprend des longueurs plus courtes coopérant pour supporter des charges de traction.
  14. Structure de support de charge (18) ayant une maçonnerie de remplissage (50) selon l'une quelconque des revendications précédentes, dans laquelle la cavité (3) s'étendant à travers des assises adjacentes s'étend de manière adjacente à un bord libre s'étendant verticalement d'une ouverture (42) formée dans la maçonnerie de remplissage.
  15. Procédé de construction d'un remplissage de maçonnerie (50) dans une structure de support de charge (18), le procédé comprenant les étapes suivantes :
    poser des unités de maçonnerie creuses (1) pour définir une cavité (3) s'étendant à travers des assises adjacentes du remplissage de maçonnerie et remplir la cavité avec un matériau cimentaire renforcé,
    une extrémité inférieure d'un renfort (2) du matériau cimentaire étant fixée à un support de charge (16) ;
    caractérisé en ce que la structure de support de charge (18) est pré-existante, un corps (6) est fixé à la structure de support de charge préexistante (18), et
    une extrémité supérieure du renfort (2) est reçue de manière à pouvoir glisser longitudinalement dans le corps ; le corps limitant le mouvement du renfort dans une direction transversale du remplissage de maçonnerie.
EP09709180.5A 2008-02-05 2009-02-04 Maçonnerie à renforcement vertical en béton armé Active EP2250323B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
GBGB0802109.9A GB0802109D0 (en) 2008-02-05 2008-02-05 Masonry with reinforced concrete strenghtening
PCT/GB2009/000292 WO2009098446A2 (fr) 2008-02-05 2009-02-04 Maçonnerie à renforcement vertical en béton armé

Publications (2)

Publication Number Publication Date
EP2250323A2 EP2250323A2 (fr) 2010-11-17
EP2250323B1 true EP2250323B1 (fr) 2014-05-07

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Application Number Title Priority Date Filing Date
EP09709180.5A Active EP2250323B1 (fr) 2008-02-05 2009-02-04 Maçonnerie à renforcement vertical en béton armé

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US (1) US20100325998A1 (fr)
EP (1) EP2250323B1 (fr)
AU (1) AU2009211249B2 (fr)
CA (1) CA2714391A1 (fr)
GB (1) GB0802109D0 (fr)
NZ (1) NZ587283A (fr)
WO (1) WO2009098446A2 (fr)

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US20130036696A1 (en) * 2011-08-08 2013-02-14 Casey Moroschan Mortarless hollow core block wall construction system
EP2935715B1 (fr) * 2012-12-21 2018-02-14 Wembley Innovation Ltd Procédé de construction de maçonnerie de blocs de béton renforcée
GB2509149B (en) * 2012-12-21 2017-08-16 Wembley Innovation Ltd Reinforced blockwork construction method
US10760273B1 (en) * 2018-01-17 2020-09-01 Alexander Innovations, Llc Apparatus and methods for providing continuous structural support to footings and interconnected hollow core wall units
GB2576964B (en) * 2019-04-17 2020-09-09 Peter Dann Ltd Modular structure and connection method
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Also Published As

Publication number Publication date
WO2009098446A3 (fr) 2009-10-15
WO2009098446A2 (fr) 2009-08-13
NZ587283A (en) 2012-12-21
GB0802109D0 (en) 2008-03-12
AU2009211249A1 (en) 2009-08-13
EP2250323A2 (fr) 2010-11-17
US20100325998A1 (en) 2010-12-30
AU2009211249B2 (en) 2014-03-20
CA2714391A1 (fr) 2009-08-13

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