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WO2015006825A1 - Ancrage d'élévation de béton - Google Patents

Ancrage d'élévation de béton Download PDF

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Publication number
WO2015006825A1
WO2015006825A1 PCT/AU2014/050126 AU2014050126W WO2015006825A1 WO 2015006825 A1 WO2015006825 A1 WO 2015006825A1 AU 2014050126 W AU2014050126 W AU 2014050126W WO 2015006825 A1 WO2015006825 A1 WO 2015006825A1
Authority
WO
WIPO (PCT)
Prior art keywords
anchor
sheet
metal
regions
metal sheet
Prior art date
Application number
PCT/AU2014/050126
Other languages
English (en)
Inventor
Robert Radovan Sladojevic
Original Assignee
Casne Verige Pty Ltd
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
Priority claimed from AU2013902686A external-priority patent/AU2013902686A0/en
Application filed by Casne Verige Pty Ltd filed Critical Casne Verige Pty Ltd
Publication of WO2015006825A1 publication Critical patent/WO2015006825A1/fr

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/14—Conveying or assembling building elements
    • E04G21/16—Tools or apparatus
    • E04G21/165—Tools or apparatus specially adapted for in situ prefabricated building elements to be tilted up in position
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/14—Conveying or assembling building elements
    • E04G21/142—Means in or on the elements for connecting same to handling apparatus
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C2/00—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels
    • E04C2002/001—Mechanical features of panels
    • E04C2002/002—Panels with integrated lifting means, e.g. with hoisting lugs

Definitions

  • the present invention is directed to the field of precast concrete panels of the type used in building construction,
  • the invention is directed to improved anchors used in the Sifting of precast concrete panels, and other concrete elements used in construction.
  • Panels are produced by casting concrete in a reusable mould or "form" which is then cured in a controlled environment, transported to the construction site and Iifted into place.
  • precast concrete By producing precast concrete in a controlled environment (typically referred to as a precast plant), the precast concrete is afforded the opportunity to properly cure and be c!oseiy monitored by plant employees.
  • a precast concrete system offers many potential advantages over site casting of concrete. The production process for precast concrete is performed on steel or concrete casting tables or beds on or above ground level, which helps with safety throughout a project. There is a greater control of the quality of materials and workmanship in a precast plant rather than on a construction site.
  • precast concrete elements such as panels
  • the panel is iifted from the vehicle from the longer edge as transported and rotated so as to be iifted from its upper edge and placed in a desired position on site.
  • anchors are incotporated into the reinforcing structure of the panel prior to casting.
  • the anchors provide an attachment point for a clutch, or similar means of engagement.
  • Lifting anchors must possess significant intrinsic mechanical strength. Concrete panels used in construction are many tonnes in weight, with each anchor taking up significant load when the panel is Iifted.
  • Pin-type anchors are well known in the art. This type of anchor is typically of solid metal construction and produced by drop forging, and therefore expensive to fabricate, Another well know type of anchor is the plate-type anchor. Given that pin-type anchors (being rounded) do not offer significant buckling resistance in the vertical elevation, plate type anchors are generally preferred fo lifting slender wall type precast panels from the horizontal to vertical position.
  • Plate-type anchors are generally fabricated by high energ processes for exampie plasma cutting, laser cutting or water cutting steel plate.
  • the steel plate used must be of substantial thickness to provide the required mechanical strength. Cutting such thick steel plate (typically 15 to 16 mm as required for anchors of 7 to 10 tonne capacity) consumes large amounts of energy, thereby significantly adding to cost and emissions. Furthermore, a proportion of the steel plate is wasted.
  • fabricating methods using punching also leads to errors. For example, when forming an aperture in a lift anchor (to provide a lifting eye for exampie), the aperture at the anterior face of the plate is generally smaller than that at the posterior. Moreover, the punching of thick steel plate does not leave a square cut edge as the cutting or punching process flares the edge.
  • Edge errors in lifting anchors have negative effects on the capacity and performance of the anchor. For example, where an upper surface of a lift anchor has a bevelled edge (i.e. where one of the edges is higher than the other, rather than a desired level surface), when a vertical lifting load is applied to the lift anchor the load is concentrated on one point leading to very high shear forces. This can result in a smaller than required conical failure width over the anchor thereby reducing capacity. In some circumstances this can lead to failure with the anchor being ripped from the concrete.
  • the entire load exerted on the lifting anchor by the lifting pin is on one point of the edge lift anchor creating an eccentric load that results in localized deformation of the fift anchor at that contact point prior to becoming a lateral lifting load.
  • the present invention provides a method for producing a lifting anchor for incorporation into a concrete panel, the method comprising the step of overlaying regions of one or more metal sheets,
  • the anchor has a predetermined thickness or cross-sectiona! area
  • the step of overlaying regions of one or more metal sheets comprises the steps of:
  • the two or more regions are provided by a single metal sheet .
  • the method comprises the step of deforming the single metal sheet.
  • the step of deforming comprises the step of bending or folding the single metal sheet
  • the method comprises the step of retaining the over!ayed regions together.
  • the step of retaining comprises the step of laminating, gluing, pressing, punching, fastening, welding, crimping, tying, twisting, riveting, or clamping the overlayed regions together.
  • one or more area(s) of the metal sheet(s) is/are configured to increase pull out resistance of the anchor.
  • one or more area(s) of the metai sheet(s) is/are configured to perform a function substantially that of a shear bar.
  • one or more areas(s) of the metal sheet ⁇ s) is/are configured to perform a f unction substantially that of a hange bar or a tension bar.
  • the method comprises the step of deforming the one or more area(s) of the metal sheet(s) configured to perform a function substantially that of a shear bar, or a hanger bar or a tension bar such that the area(s) are disposed at an angle to the main body of the anchor, optionally the angle being about 90 degrees.
  • the method comprises the step of deforming one or more area(s) of the metal sheet(s) so as to form a tab disposed at or toward an upper edge of the anchor.
  • At least one of the one or more metal sheets has a thickness equal to or less than about 8 mm
  • At least one of the one or more metai sheets has a thickness equal to or less than about 7.5 mm
  • the anchor has a thickness of at least about 15 mm. In one embodiment a single metal sheet is folded to provide the anchor,
  • the method comprises the step of abutting at least 2, 3, 4, 5, 6, 7, 8, 9 or 10 metal sheets, optionally comprising the step of retaining the sheets together,
  • the method comprises the step of folding or bending or otherwise deforming a first sheet about a second sheet.
  • the present invention provides a concrete lifting anchor produced by a method as described herein.
  • a concrete lifting anchor for incorporation into a concrete panel, the anchor comprising overlayed regions of one or more metal sheets.
  • the anchor has a predetermined thickness, the anchor comprising one or more metal sheets, the one or more meta! sheets being positioned or deformed such that a first region of a metal sheet overlays (i) a second region of the metal sheet or (ii) a region of a second metal sheet.
  • first and second regions are on a single metal sheet. .
  • one of the one or more metal sheets comprises a bend or a fold.
  • the overlayed regions are retained together.
  • the overlayed regions are, glued, pressed, punched, fastened, welded, crimped, tied, twisted, riveted, or clamped together, In one embodiment one or more area(s) of the metal sheet(s) is/are configured to increase pull out resistance of the anchor.
  • one or more area(s) of the metal sheet(s) is/are configured to increase pull out resistance of the anchor. In one embodiment one or more areas(s) of the metal sheet ⁇ s) is/are configured to perform a f unction substantially that of a shear bar. In one embodiment one or more area(s) of the metal sheet(s) is ar configured to perform a function substantiall that of a tension bar / hanger bar.
  • the one or more area ⁇ s) of the metal sheet is) configured to perform a function substantially that of a shear bar, or a hanger bar or a tension bar such that the area(s) are disposed at an angle to the main body of the anchor, optionally the angle being about 90 degrees.
  • one or more area(s) of the metal sheet(s ⁇ are deformed so as to form a tab disposed at or toward an upper and/or lower edge of the anchor,
  • At least one of the one or more metal sheets has a thickness equal to or less than about 8 mm.
  • At least one of the one or more metal sheets has a thickness equal to or less than about 7.5 mm
  • the anchor has a thickness of at least about 15 mm. In one embodiment the anchor is of substantially unitary construction. In one embodiment the anchor consists of a single f olded metal sheet.
  • the anchor comprises at least 2, 3, 4, 5, 6, 7, 8, 9 or 10 metal sheets abutted together, optionally comprising means for retaining the sheets together.
  • a first sheet is folded or bent or otherwise deformed about a second sheet.
  • the present invention provides a sheet metal blank configured to form an anchor as described herein, optionally by a method as described herein.
  • the present invention provides a method for producing a concrete panel or element for use in constructidn, the method comprising, the steps of: providing a moufd for the panel, disposing an anchor as described herein within the form, and filling the form with concrete
  • the present invention provides a concrete panel or element for use in construction produced by a method as described herein.
  • the panel may have a weight of at least about 1 , 2, 3, 4, 5, 6, 7, 8, 9, 10, 11 , 12, 13, 14, 15, 16, 17, 18, 19 or 20 tonnes.
  • Fig. 1 is a diagram (in anterior view) of a sheet metal blank.
  • the blank is configured to be folded into a concrete anchor.
  • Fig, 2 shows an anchor formed by folding the blank of Fig. 1 .
  • Fig 2A perspective view
  • Fig. 2B anterior view
  • Fig. 2C end view.
  • Fig. 3 shows an anchor formed by folding the blank of Fig. 1.
  • the eight tension members are paired into four groups of two, and splayed into V-shaped formations.
  • Fig 3A perspective view
  • Fig. 3B anterior view.
  • Fig. 4 shows an anchor formed by folding the blank of Fig. 1. The 8 tension members separated completely and splayed into V-shaped formations.
  • Fig 4A perspective view
  • Fig. 4B anterior view.
  • Fig. 5 shows an anchor formed by folding a blank similar to that of Fig, 1. A difference is that the tension members are substantially saw-tooth shaped, and rotated 90 degrees to the body region.
  • Fig 5A perspective view
  • Fig. 5B anterior view
  • Fig 5C lateral view.
  • Fig. 6 shows an anchor formed from three layers of metal sheet.
  • Fig 6A perspective view;
  • Fig. 6B end view to more clearly show the folding and abutment of the two sheets.
  • Fig. 7 shows an anchor formed from a single sheet.
  • Fig 7A perspective view
  • Fig. 7B end view to more clearly sho the folding of the sheet.
  • Fig. 8 shows an anchor formed from a single sheet.
  • Fig 8A perspective view;
  • Fig. 8B end view to more clearly show the folding of the sheet.
  • Fig. 9 shows an anchor formed from four sheets.
  • Fig 9A perspective view;
  • Fig. 9B end view to more clearly show the abutment of the sheets.
  • the present invention provides a method for producing a lifting anchor for incorporation into a concrete panel, the anchor having a predetermined thickness or cross- sectional area, the method comprising the steps of; providing one or more metal sheets, and overlaying two or more regions of the one or more metal sheets to provide an anchor having a thickness or cross-sectional area that is substantially equal to or greater than the predetermined thickness or cross-sectional area.
  • the prior art is devoid of any method for the fabrication of a concrete lifting anchor utilizing a sheet metal having a cross-sectional area or thickness that is less than a required cross-sectional area of the anchor. It is proposed that anchors having the required cross-sectional area (and therefore the requisite mechanical strength for use as a lifting anchor) may be produced by overlaying multiple regions of sheet metal. This is a significant departure from prior art methods that rely on cutting relatively thick metal plate, or the use of casting or forging methods.
  • the skilled person is capable of determining the necessary cross-sectional area or thickness of the anchor in light variables such as expected load and material of fabrication of the anchor.
  • the sheet metal used in the present methods may be of an metal, or any alloy of two or more metals capable of satisfying the intended load conditions of the anchor.
  • the metal is preferably iron or steel.
  • the thickness of the sheet metal used in the present methods may be less than about 15, 14, 13, 12, 1 1 , 10, 9, 8, 7, 6, 5, 4, 3, 2, or 1 mm. In one embodiment, the sheet thickness is between about 7.5 to 8,0 mm. This thickness is particularly useful where two regions are overlayed, to provide an anchor of thickness 15 to 16 mm. Where more than two regions are overlayed, thinner sheet thickness may be used. For example, where four regions are overlayed the sheet thickness may be only about 3,5 to 4.0 mm,
  • the use of relatively thin metal sheet as starting materia! significantly reduces production costs.
  • the abilit to inexpensively stamp or cut relatively thin sheet metal, and then to use that metal to form an anchor of a required thickness results in an anchor that is more economically produced. Edge errors are also reduced, leading to anchors that are less prone to failure. Furthermore, cutting speeds in production can be increased.
  • relatively thin sheet metal may further avoid negative alterations in the metal characteristic of plasma, laser or oxy cutting relatively thick metal plate. Negative alterations in thick metal plate are also seen in punching methods, in particular, the edges of a lifting anchor may be compromised leading to a compromise in embedment strength. The edges of a lifting eye may also be negativel affected.
  • the present methods use thin metal sheet and do not necessarily require any high energy processes like oxy or plasma cutting, and as such ma avoid negative alterations in the metal surface and ductility resulting in improved lifting capacities.
  • the term "overlaying" is intended to include any situation whereb a first region of a sheet metal is spatially arranged relative to a second region of sheet metal such that the first region is disposed above, below or lateral to the second region.
  • the regions are substantially planar, it is not necessary that the regions are substantially parallel when overlayed, however preferably the regions are substantially parallel this providing for higher mechanical strength.
  • first and second regions abut, and preferably abut such that substantially no space exists between the two regions.
  • a second material may be disposed between the two regions, such that no actual contact is made between the regions.
  • the two regions may be retained in the overlayed arrangement by any suitable means known to the skilled person.
  • the regions may be laminated, glued, pressed, punched, fastened, welded (including tack welded), crimped, tied, twisted, riveted (including blind riveted), or clamped together with the aim of preventing any relative movement that may compromise strength of the anchor.
  • welded including tack welded
  • crimped tied, twisted, riveted (including blind riveted)
  • clamped clamped together with the aim of preventing any relative movement that may compromise strength of the anchor.
  • the skilled person will be capable of conceiving and implementing other means, with all being included in the ambit of the present invention. In some embodiments, however, no dedicated retaining means is used.
  • the two or more metal sheet regions may be provided by two or more metal sheets, whereby the first sheet is overlayed on the second sheet.
  • the two or more regions are provided by a single metal sheet.
  • This embodiment of the method provides for ease of construction, and also may negate the need for a dedicated fastener or fastening ste in the method.
  • the method comprises the ste of deforming the single metal sheet, the deformation being sufficient to overlay two or more regions of the single metal sheet.
  • the step of deforming comprises the step of bending or folding the single metal sheet. Any suitable method Known to the skilled person may be used. For example, the bending or folding may be achieved using a press brake, air bending, bottoming, coining, V- bending, U-die bending, wiping die bending, or rotary bending. Once the required bend has been made in the sheet metal, then the first and second regions may be urged toward each other to result in an overlay.
  • the metal sheet may be roiled to form a cylinder which may be used as a pin anchor.
  • the method may comprise the step of making a second deformation, third deformation, fourth deformation, or a further deformation.
  • the method comprises the step of making two or three folds, preferably to form a main body portion of the anchor. Where two or more folds are used, multiple layers of sheet metal may abut to form a body with substantially greater mechanical strength than each individual layer.
  • an anchor having incorporated functional components may be produced.
  • the functional component increases the pull out resistance of the anchor relative to an anchor which is devoid of the functional component.
  • This approach is a departure from prior art anchors which are fitted with ancillary apparatus such as a shear bar or a tension bar.
  • ancillary apparatus such as a shear bar or a tension bar.
  • a shear bar When engaged with an anchor and embedded in concrete, a shear bar allows a panel to be rotated from the cast horizontal position to a vertical position and thereby lifted off the casting table. The shear bar prevents an edge lift anchor from pulling out during this lifting process.
  • An anchor having an incorporated shear ba provides certain advantages.
  • any vertical loading on an associated edge lift anchor (as occasioned in lifting a precast panel off the casting table) has a direct tensile !oad on the shear bar over the anchor. This then also translates into transposed loads on the shear bar that have vertical !oad components.
  • the resultant loads on the shear bar in the vertical direction are not identical to the lift load as they also comprise horizontaJ components (due to the shape of the bar) and thereby transfer a proportion of the lift load into horizontal toads within the panel.
  • the incorporated shear bar functionality of the present anchors provides for the transposition of lift loads on the anchor into the lower portions of concrete (via the shear members) in a substantially vertical direction, with no horizontal vector components being produced. This provides superior anchorage of the shear bar into the concrete and as such smaller shear bar components are required in the present anchors ove the traditional round bar type shear bars of the prior art that are fabricated separately from the anchor.
  • a substantially planar shear member provides further particular advantage.
  • a round shear bar (as used in the prior art), does not provide the ideal contact between the anchor and the shear bar.
  • a rounded shear bar allows fo a greatly reduced initial contact area at the interface with the anchor.
  • there is localized or concentrated loading on the shear bar which may cause deformation of the bar until such time as sufficient cross-sectional area of steel in the bar is in contact with the anchor to counter the lifting load.
  • the end result may be stress fractures in the top face of the panel.
  • anchors of the present invention the shear bar functionalit is a part of the lift anchor itself, and accordingly, any load on the anchor is instantaneously and fully transferred to the shear bar. This provides instantaneous resistance to load unlike prior art round shear bars where some deformation between the anchor and the bar is required before the full load is fully transferred. Given the optimised performance, less metal is required in the present anchors to achieve the same shear resistance.
  • a tension bar When engaged with an anchor an embedded in concrete, a tension bar prevents the anchor from pulling out of the concrete when the panel is in the vertical position and the anchors are taking the full weight of the panel. It is not practical to leave cast elements on a steel casting bed for the concrete to fully or substantially cure to provide sufficient embedment strength for an edge lift anchor to be able to support the full weight of the cast element vertically. As such the elements need to be lifted of the steel tables before the concrete has reached any substantial compressive strength so as to clear the casting table for the next element to be cast.
  • Prior art plate edge lifting anchors are slender i design and do not provide sufficient embedment or bond strength in low compressive strength concrete during the lifting process, when the concrete element is in the vertical position and the lifting anchors support the elements total weight vertically. Accordingly long tension bars are often inserted into lift anchors that protrude deeper into the central body of the concrete element transferring the lifting loads deeper into the panel so as to provide sufficient embedment strength for the lift anchors.
  • the use of tension members which are incorporated into the anchor avoid the need for a separate tension bar / hanger bar.
  • the members may protrude out into a V-shaped conical failure section of the panel to provide an improved mechanical bond to low MPa concrete in the panel and as such eliminate the need for an additional tension or hanger bar to be added to the anchor.
  • Prior art plate anchors (being uniplanar) do not mechanicall bond well in the concrete.
  • outwardly fanning legs of the present anchors mimic a tension or hanger bar and provide improved bonding to the concrete.
  • Applicant has found that by shaping a metaf sheet, and then overlaying regions of that sheet allows for the incorporation of functional substantiall that of a shear bar and/or tension bar into an anchor.
  • a multi-functional anchor is produced that does not require assembly with other components in the process of casting a concrete panel or element.
  • additional functional components may be incorporated into a single metal sheet, the sheet forming a blank which is subsequently deformed (and preferabl folded) to form an anchor having additional function(s).
  • the sheet metal is cut to form a blank comprising one or more members that, upon deformation of the sheet, form the additional component.
  • a single sheet metal blank may be cut so as to form a main body, from which one or more members extend.
  • a shear bar functionality may be included in the anchor by providing shear members that, upon folding of the blank, preferably extend laterally and outwardly from two sides of the main body.
  • the shear members are configured to lie (at least for a part of their length) substantially parallel to the plane of the panel and/or substantiaily normal to the force vector that would be applied to the anchor during lifting.
  • terminal regions of the shear members are deflected in a direction toward upper face of the concrete panel, and or in the direction of the force vector that would be applied to the anchor during lifting.
  • the present methods may therefore comprise the step of deflecting a terminal region of the shear member.
  • tension bar functionality may be included by providing tension members that, upon folding of the blank, preferably extend substantially longitudinally and outwardly from one (or more) sides of the main body.
  • the blank comprises at least 2, 4, 6, or 8 tension members.
  • the members are preferably configured so as to increase pull out resistance and may, for example, have an undulating profile, or a saw tooth profile. Other configurations will be apparent to the skilled person, and are therefore included in the ambit of the present invention.
  • the tension members may be splayed, preferably to form one or more substantial V-shape(s). Where three or more tension members are provided, a least one member may not be splayed.
  • the present methods may therefore comprise the step of splaying one or more tension members, preferably to form a substantial V-shape.
  • the anchor consists of a single metal sheet, and is devoid of other components. While the present invention is directed particularly to edge lift anchors, it is not intended that the ambit is so restricted. The features and advantages of anchors described herein may be useful in other contexts.
  • Fig. 1 shows a diagram of a sheet metal blank 2 configured to be folded into an anchor having shear bar and tension bar functionalities.
  • the blank comprises a main body 4 the boundaries defined by fold lines 22 and 26 and the bases of members 14, Four elongate apertures 6 form lifting eyes, and four circular apertures 8 are provided for the insertion of a tension bar where necessary.
  • Extending from the main bod 4, are two shear members 10, each having a distal terminal region 12, The boundary of each distal terminal region 12 being defined by fold lines 24, Also extending from the main body 4 are eight tension members 14 having an undulating profile.
  • the fold lines 22, 24, and 26 are shown to assist in describing the various regions of the blank and the manner in which it is folded, and do not necessarily appear on the blank.
  • the blank is formed into an anchor by completely folding the metal sheet downwardly along the central fold line 18 until the so-formed halves of the body 4 abut In this initial folding step, surfaces of opposing members 14 also abut.
  • the sheet metal is then folded upwardly and completely along fold lines 18 and 20 to form a main bod of the anchor consisting of four abutting layers of sheet metal.
  • the members 14 are brought into further abutment with each other to form two members, each of four sheet metal layers.
  • the sheet metal Is bent upwardl 90 degrees along the fold lines 22 such that the shear members 10 extend outwardly and orthogonally away from the main body 4. A further bend of 45 degrees is made upwardly along fold lines 24.
  • Fig. 2 shows the anchor formed from the blank of Fig. 1 .
  • the edge lift anchor is typically held in place by supporting the anchor on the side-form shuttering used for casting the concrete panel, or by placement of reinforcement bar packers under the lifter disposing it above the steel reinforcement.
  • Generall a re-usable rubber or plastic void former of a type well known to the skilled artisan (not shown) is fitted about the aperture 6 to form a void in the edge of the concrete panel to expose the apertures, After the concrete is poured and at least partially cured, the void former is removed to leave a void.
  • the void enables engagement of the aperture 6 with a lifting clutch.
  • the void is shaped to allow the clutch to enter the void, and also to avoid or minimise contact of the clutch with surrounding concrete during lifting.
  • the shear regions 10 with upwardly deflected terminal regions 12 provide improved pull out resistance shear bar functionality to the anchor.
  • the lifting force is directed in a substantially upward direction with th load being spread across the shear regions 10.
  • the shear regions 10 mimic that of a shear bar of the type which, in the prior art, is a separate component that is assembled with the anchor. It will be noted that the shear regions 10 are wider than round shear bars of the prior art and displace significantly more concrete. This increases the shear resistance capacity provided by shear bars of the prior art,
  • Fig. 3 shows the anchor of Fig. 2, having included the further step of folding along the fold line 26 to splay the members 4 to form two substantial V-shapes, Each arm of each V is formed form two layers of sheet metal.
  • This arrangement mimics the function of a tension bar / hanger bar thereby further improving pull out resistance. Greater levels of engagement with the surrounding concrete (and therefore pull out resistance) may be provided whereby the double layers of the tension members 14 are separated, and splayed at different angles to form four substantial V-shapes.
  • This embodiment is shown in Fig. 5.
  • This embodiment provides tension members 14 disposed such that the broad face of the tension members 14 are disposed at 90 degrees to the main body 4.
  • the present anchors may be produced by deforming relatively thin metal, such that the anchor may comprise elements (such as members, tabs and legs) that may be independently folded or twisted such that they are no longer disposed in the same vertical plane as the body of the lift anchor. This allows for placement of the anchor deeper into the concrete and at the centre of the cast element which is preferable.
  • Prior art plate-type edge lift anchors due to their shape, have their upper and lower edges proximal to the outer regions of the east concrete panel. These regions are the highest stress zones during the lifting process. Thus, in the prior art there is a relatively smalt amount of concrete between the outside edge of the pane! and the edges of the lifting anchor. This increases the possibility of stress fractures in the panel at the lifting anchor locations, especially if attempts are made to lift the cast element at low concrete compressive strengths. The ability to more deeply place the present anchors significantly decreases the possibility of stress fractures.
  • an integral shear member protruding outwards at 90 degrees from the bottom of the anchor also facilitates the deep placement of the anchor.
  • the integral sheer member negates the need for a separate sheer bar to be added to the upper edge of the anchor.
  • Shear bars of the prior art typically wrap over the top of the anchor at 90 degrees to the anchor, and extend downward into the panel. This arrangement dictates that less concrete covers and underlies prior art anchors.
  • the present anchors provide for substantially more concrete to surround the anchor and as such increase resistance to pulling out during the lifting process whereb the precast panel is tilted from the cast flat position to its vertical position.
  • the present anchors thereby decrease possibility of cracks or damage to the cast element over the lift anchors. A panel may therefore be lifted with less cure time, this increasing production capability.
  • the members may have any other profile that provides for increased pull out resistance.
  • the embodiment shown in Fig. 5 includes 4 members 14 with a saw-tooth profile. The planes of the members 14 are rotated 90 degrees to the body portion 4, and are cop!anar with the shear members 10. This arrangement allows for a broader tension member to be used without steric interference with any underlying or overlying structures. This embodiment further demonstrates the edge abutment of members 14 (see the central arm).
  • FIG. 6 An embodiment fabricated from two metal sheets is shown in Fig. 6.
  • a first sheet 100 is cut to define tension members 102.
  • a second sheet 104 is folded ove the first sheet 100.
  • the two outwardly extending members resuiting from the folded over first sheet 100 form shear members 106, the second sheet also contributing additional splayed tension members 108.
  • An embodiment fabricated from a single sheet, and having a main body section of four layers of sheet metal is shown in Fig. 7.
  • the sheet 100 is cut to define tension members 102.
  • the sheet 100 is folded to form two outwardly extending members which form shear members 106.
  • tabs 110 which effectively broaden the surface area available to contact the surrounding concrete, thereb further enhancing pull out resistant of the anchor especially where a panel is being lifted from the horizontal position to the vertical position. Effectively, the tabs form a larger conical failure width than that provided by prior art anchors.
  • a difficulty in broadening an edge lift anchor is thai in the centre the ancho must be slender so as to accommodate connection to the clutch.
  • An "I-beam" configuration would be useful but is extremely difficult to achieve in the traditional existing type edge lift anchors for practical reasons.
  • the anchors of the present invention allow for the incorporation of folds to the upper and/or lower edges of the anchor simply and cost effectively.
  • edge-lift anchors Due to the manufacturing process of plate and pin type edge-lift anchors, it is not practical and/or expensive to broaden the lift anchor. Broader edges of these anchors may be drop forged however this is an additional step in the manufacturing process and expensive to achieve.
  • FIG. 8 A more simple embodiment fabricated from a single metal sheet is shown in Fig. 8.
  • the sheet 100 is cut to define tension members 102.
  • the sheet 100 is folded to form two outwardly extending members which form shear members 106.
  • the tension members 102 are formed by the abutment of two sheets 102a and 102b, this abutment being shown most clearly in this simple embodiment.
  • Fig. 9 One embodiment is shown in Fig. 9 whereby four metal sheets 200, 210, 220. 230 are abutted. The internally disposed sheets 210 and 220 are cut to define tension members 240, white the externally disposed sheets are cut to define tension members 250 and shear members 260.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Joining Of Building Structures In Genera (AREA)

Abstract

La présente invention concerne un procédé pour produire un ancrage d'élévation à incorporer dans un panneau de béton du type utilisé dans le bâtiment, le procédé comprenant l'étape consistant à recouvrir des régions d'une ou plusieurs tôles. L'ancrage peut avoir une épaisseur ou aire transversale prédéterminée, l'étape consistant à recouvrir des régions d'une ou plusieurs tôles comprenant les étapes consistant à : fournir une ou plusieurs tôles, et recouvrir deux ou plusieurs régions de la ou des tôles pour réaliser un ancrage ayant une épaisseur ou aire transversale qui est sensiblement égale ou supérieure à l'épaisseur ou aire transversale prédéterminée.
PCT/AU2014/050126 2013-07-19 2014-07-17 Ancrage d'élévation de béton WO2015006825A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
AU2013902686A AU2013902686A0 (en) 2013-07-19 Concrete lifiting anchor
AU2013902686 2013-07-19

Publications (1)

Publication Number Publication Date
WO2015006825A1 true WO2015006825A1 (fr) 2015-01-22

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WO (1) WO2015006825A1 (fr)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106401199A (zh) * 2016-06-22 2017-02-15 中国建筑局（集团）有限公司 一种斜撑固定夹具、连接结构及其施工方法
WO2017029439A1 (fr) * 2015-08-14 2017-02-23 Marcel Arteon Ancre dynamique de levage d'un element de construction, renforcee
WO2018042083A1 (fr) * 2016-09-02 2018-03-08 Marcel Arteon Ancre dynamique renforcee de levage, de relevage, de retournement d'un element de construction
CN110043046A (zh) * 2019-05-27 2019-07-23 沈阳建筑大学 一种预制构件专用预埋吊件及安装方法

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US6119431A (en) * 1997-10-07 2000-09-19 Wakai & Co., Ltd. Method of moving heavy materials
DE20115328U1 (de) * 2001-09-17 2001-12-06 Fixinox Gesellschaft zur Entwicklung rationeller Befestigungs- und Montagesysteme mbH, 67346 Speyer Transportelement zum Einbetten in Bauteile, insbesondere in Porenbetonteile
US8353133B2 (en) * 2008-02-08 2013-01-15 Marcel Arteon Anchor for handling construction elements comprising fixed divergent arms

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US6119431A (en) * 1997-10-07 2000-09-19 Wakai & Co., Ltd. Method of moving heavy materials
DE20115328U1 (de) * 2001-09-17 2001-12-06 Fixinox Gesellschaft zur Entwicklung rationeller Befestigungs- und Montagesysteme mbH, 67346 Speyer Transportelement zum Einbetten in Bauteile, insbesondere in Porenbetonteile
US8353133B2 (en) * 2008-02-08 2013-01-15 Marcel Arteon Anchor for handling construction elements comprising fixed divergent arms

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2017029439A1 (fr) * 2015-08-14 2017-02-23 Marcel Arteon Ancre dynamique de levage d'un element de construction, renforcee
CN106401199A (zh) * 2016-06-22 2017-02-15 中国建筑局（集团）有限公司 一种斜撑固定夹具、连接结构及其施工方法
WO2018042083A1 (fr) * 2016-09-02 2018-03-08 Marcel Arteon Ancre dynamique renforcee de levage, de relevage, de retournement d'un element de construction
CN109963994A (zh) * 2016-09-02 2019-07-02 M·阿特昂 用于提升、翻转建筑元件的加强动态提升锚件
JP2019526730A (ja) * 2016-09-02 2019-09-19 アルテオン，マルセル 建築部材を持ち上げ、チルトアップし、回転させるための補強動的アンカー
CN110043046A (zh) * 2019-05-27 2019-07-23 沈阳建筑大学 一种预制构件专用预埋吊件及安装方法

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