EP2652220B1 - Fibre d'acier comprenant des segments aplatis, destinée au renforcement du béton ou du mortier - Google Patents
Fibre d'acier comprenant des segments aplatis, destinée au renforcement du béton ou du mortier Download PDFInfo
- Publication number
- EP2652220B1 EP2652220B1 EP11794196.3A EP11794196A EP2652220B1 EP 2652220 B1 EP2652220 B1 EP 2652220B1 EP 11794196 A EP11794196 A EP 11794196A EP 2652220 B1 EP2652220 B1 EP 2652220B1
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- EP
- European Patent Office
- Prior art keywords
- section
- flattened
- steel fibre
- steel
- middle portion
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/012—Discrete reinforcing elements, e.g. fibres
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/07—Reinforcing elements of material other than metal, e.g. of glass, of plastics, or not exclusively made of metal
Definitions
- the invention relates to steel fibres for reinforcing concrete or mortar having a middle portion and at least one anchorage end whereby the middle portion is provided with at least one flattened section.
- the steel fibres according to the present invention show a good performance at service-ability limit state (SLS) and at ultimate limit state (ULS) when embedded in concrete or mortar.
- SLS service-ability limit state
- ULS ultimate limit state
- the invention further relates to concrete or mortar structures comprising such steel fibres.
- Concrete is a brittle material having low tensile strength and low strain capacity.
- fibre reinforced concrete and more particularly metallic fibre reinforced concrete has been developed. It is known in the art that the properties of the fibres like fibre concentration, fibre geometry and fibre aspect ratio greatly influences the performance of the reinforced concrete.
- fibre geometry With respect to fibre geometry it is known that fibres having a shape different from a straight shape provide better anchorage of the fibre in the concrete or mortar. It is furthermore known that fibres not showing the tendency to form balls when added to or mixed with concrete or mortar are preferred. Numerous examples of different fibre geometries are known in the art.
- DE 9202767U1 discloses a steel fibre according to the preamble of claim 1. There are for example fibres that are provided with undulations, either over the whole length or over part of their length. Examples of steel fibres undulated over their whole length are described in WO84/02732 . Also fibres having hook-shaped ends are known in the art. Such fibres are for example described in US 3,942,955 .
- fibres of which the cross-section profile changes over the length such as fibres provided with thickened and/or with flattened sections.
- An example of a steel fibre provided with thickened sections is a steel fibre with thickenings in the form of a nail head at each of the extremities as described in US 4,883,713 .
- Japanese patent 6-294017 describes the flattening of a steel fibre over its entire length.
- German Utility Model G9207598 describes the flattening of only the middle portion of a steel fibre with hook-shaped ends.
- US 4,233,364 describes straight steel fibres provided with ends that are flattened and are provided with a flange in a plane essentially perpendicular to the flattened ends.
- Steel fibres with flattened hook shaped ends are known from EP 851957 and EP 1282751 .
- steel fibres which may advantageously be used for structural applications whereby the steel fibres are used in low or moderate dosages, typically 1 vol% of steel fibres or 0.5 vol% of steel fibres.
- a steel fibre for reinforcing concrete or mortar comprising a middle portion, a first anchorage end at one end of the middle portion and a second anchorage end at the other end of the middle portion.
- the middle portion has a length L.
- the middle portion comprises a first flattened section, a second flattened section and a central section.
- the first flattened section has a length l fl1 .
- the second flattened section has a length l fl2 .
- the central section of the middle portion has a length l'. The central section is located between the first flattened section and the second flattened section and extends from the first flattened section to the second flattened section.
- the first flattened section is located close to but not immediately adjacent to the first anchorage end and the second flattened section is located close to but not immediately adjacent to the second anchorage end.
- the central section has the same cross-section over the entire length I' of the central section.
- the ratio of the length of the central section l' divided by the length of the middle portion L (ratio l'/L) is higher than 0.50.
- the central section has a tensile strength R m of at least 1000 MPa and an elongation at maximum load A g+e of at least 2.5 %.
- the central section of the middle portion i.e. the section of the middle portion between the first flattened section and the second flattened section, comprises the major part of the middle portion.
- the ratio length of the central section divided (l') divided by the length of the middle portion (L) is larger than 0.55, larger than 0.60, larger than 0.65, larger than 0.70 or even larger than 0.75.
- the length I' ranges preferably between 10 and 40 mm, more preferably between 25 and 40 mm.
- the distance between an anchorage end and a flattened section is small but not zero.
- the distance between the first anchorage end and the first flattened section and/or the distance between the second anchorage end and the second flattened section is ranging between 0.5 and 20 mm, for example ranging between 1 and 5 mm, as for example 2 or 3 mm.
- the middle portion has a section located between the first anchorage end and the first flattened section.
- the middle portion has a section located between the second flattened section and the second anchorage end.
- the middle portion of a steel fibre according to the present invention comprises thus consecutively :
- the middle portion is preferably straight or rectilinear.
- the section between the first anchorage end and the first flattened section, the first flattened section, the central section, the second flattened section and the section between the second flattened section and the second anchorage end are all positioned on one straight line.
- the central section of the middle portion is straight or rectilinear.
- the length of the middle portion L is defined as the total length of the middle portion and corresponds thus with the sum of the length of the section between the first anchorage end, the first flattened section, the length of the first flattened section l fl1 , the length of the central section l', the length of the second flattened section l fl2 and the length of the section between the second flattened section and the second anchorage end.
- the middle portion of the steel fibre according to the present invention is provided with two flattened sections of limited length with a central section (preferably a non-flattened section) of substantial length I' between the two flattened sections.
- the central section has a tensile strength R m of at least 1000 MPa and an elongation at maximum load A g+e of at least 2.5 %.
- the steel fibres according to the present invention show an excellent performance both at service-ability limit state (SLS) of a concrete or mortar structure or at ultimate limit state (ULS).
- the steel fibres according to the present invention are distinguished from the prior art fibres as the middle portion of the steel fibres according to the present invention is provided with two flattened sections of a limited length, close to the anchorage end. Surprisingly, it has been found that a steel fibre provided with two flattened sections of limited length close to but not immediately adjacent to the anchorage end shows improved anchorage in concrete or mortar.
- the steel fibres according to the present invention perform particularly well both at service-ability limit state (SLS) of a concrete or mortar structure and at ultimate limit state (ULS) when used at moderate or low dosage, i.e. at a dosage of less than 1 vol% or less than 0.5 vol%, for example 0.25 vol%. It is known in the art that increasing the amount of fibres in concrete positively influences the performance of fibre reinforced concrete. A big advantage of the present invention is that good performance at SLS and ULS is obtained with moderate or low dosage of steel fibres.
- SLS service-ability limit state
- ULS ultimate limit state
- the material properties used for evaluating the performance in ULS and SLS of steel fibre reinforce concrete is the residual flexural tensile strength f R,i .
- the residual flexural tensile strength is derived from the load at a predetermined crack mouth opening displacement (CMOD) of midspan deflection ⁇ R ).
- CMOD crack mouth opening displacement
- the residual flexural tensile strengths are determined by means of a three point bending test according to European Standard EN 14651 (described further in this application).
- the residual flexural tensile strength f R,1 is the key requirement for SLS design.
- the residual flexural tensile strength f R,3 is the key requirement for ULS design.
- the ratio between the residual flexural strength f R,3 and the residual flexural strength f R,1 is high even when low or moderate dosages of steel fibres are used as for example dosages lower than 1 vol% or dosages lower 0.5 vol%, for example 0.25 vol%.
- the ratio f R,3/ f R,1 is preferably higher than 1, more preferably higher than 1.15, for example 1.2 or 1.3 when dosages lower than 1 vol% or dosages lower than 0.5 vol%, for example 0.25 vol% are used.
- the residual flexural tensile strength f R,3 using a C35/45 concrete is higher than 3.5 MPa, preferably higher than 5 MPa, more preferably higher than 6 MPa as for example 7 MPa.
- the ratio f R,3 /f R,1 is lower than 1 for moderate dosages in a normal strength concrete, for example C35/45 concrete.
- Other fibres known in the art are fibres with hook shaped ends as for example known from EP 851957 are designed to pull out. Also for this type of fibres the ratio f R,3 /f R,1 is lower than 1 for moderate dosages in a normal strength concrete.
- the first flattened section has a length l fl1 ; the second flattened section has a length l fl2 .
- the length of the first flattened section l fl1 and the length of the second flattened section l fl2 are preferably ranging between 0.5 mm and 10 mm, more preferably between 1 mm and 3 mm as for example 2 mm or 2.5 mm.
- the length of the first flattened section l fl1 and the length of the second flattened section l fl2 can be the same or can be different.
- the length of the first flattened section l fl1 and the length of the second flattened section l fl2 are the same.
- the length of the first flattened section l fl1 and the length of the second flattened section are small.
- the ratio l fl1 /L and the ratio l fl2 /L are preferably lower than 0.15. More preferably, the ratio l fl1 /L and the ratio l fl2 /L are lower than 0.10 or lower than 0.07.
- the total length of the first and the second flattened section is small compared to the length of the middle portion L.
- the total length of the first and the second flattened sections corresponds with the sum of the length of the first flattened section l fl1 and the length of the second flattened section l fl2 .
- the ratio (l fl1 +l fl2 )/L is preferably lower than 0.30. More preferably the ratio (l fl1 +l fl2 )/L is lower than 0.20 or lower than 0.14.
- the first flattened section and the second flattened section have preferably a rectangular or a substantially rectangular cross-section. In alternative embodiments the first and the second flattened sections have an oval or a substantially oval cross-section.
- the central section may have any type of cross-section although a circular cross-section is preferred.
- the central section has the same cross-section over the entire length l' of the central section.
- the central section may be flattened such as rectangular, substantially rectangular, oval or substantially oval. However if the parts of the middle portion other than the flattened section or sections are flattened (for example the central section), they are flattened to a lower degree than the flattened section or flattened sections.
- the section between the first anchorage end and the first flattened section and the section between the second anchorage end and the second flattened section may have any type of cross-section although a circular cross-section is preferred.
- the section between the first anchorage end and the first flattened section and the section between the second anchorage end and the second flattened section have the same cross-section over the entire length of these sections.
- it is essential that the section between the first anchorage end and the first flattened section and the section between the second anchorage end and the second flattened section have the same cross-section over the entire length of these section.
- the section between the first anchorage end and the first flattened section and the section between the second anchorage end and the second flattened section may be flattened such as rectangular, substantially rectangular, oval or substantially oval. However if these section are flattened, they are flattened to a lower degree than the flattened section or flattened sections.
- the section between the first anchorage end and the first flattened section and the section between the second anchorage end and the second flattened section has the same cross-section as the central section of the middle portion.
- the thickness of the first flattened section and of the second flattened section is preferably reduced with 10 till 40 %, for example between 15 and 30 %, such as 20 or 25 %.
- a higher reduction in thickness has a positive influence on the anchorage force of the steel fibre in concrete or mortar and on the performance of the steel fibre in concrete or mortar.
- a reduction in thickness higher than 40 % is not desired as such a reduction in thickness weakens the strength of the middle portion to a high degree.
- the steel fibre is provided with flattened sections having one flattened side. In other embodiments of the invention, the steel fibre is provided with flattened sections having two flattened sides.
- the flattened sections comprise sections flattened in a plane which is substantially parallel with the plane of the steel fibre. In an alternative embodiment, the flattened sections comprise sections flattened in a plane which is substantially perpendicular to the plane of the steel fibre.
- a steel fibre according to the present invention more particularly the central section of the middle portion of a steel fibre according to the present invention preferably has a high maximum load capacity F m .
- the maximum load capacity F m is the greatest load that the steel fibre withstands during a tensile test.
- the maximum load capacity F m of the central section portion is directly related to the tensile strength R m of the central section as the tensile strength R m is the maximum load capacity F m divided by the original cross-section area of the steel fibre.
- the tensile strength of the central section of the steel fibre is preferably above 1000 MPa and more particularly above 1400 MPa, e.g. above 1500 MPa, e.g.
- the high tensile strength of steel fibres according to the present invention allows the steel fibres to withstand high loads. A higher tensile strength is thus directly reflected in a lower dosage of the fibres, if the steel fibres used provide good anchorage.
- the steel fibre according to the present invention more particularly the central section of the middle portion of a steel fibre according to the present invention has an elongation at maximum load A g+e of at least 2.5 %.
- the central section of the middle portion of the steel fibre has an elongation at maximum load A g+e higher than 2.75 %, higher than 3.0 %, higher than 3.25 %, higher than 3.5 %, higher than 3.75 %, higher than 4.0 %, higher than 4.25 %, higher than 4.5 %, higher than 4.75 %, higher than 5.0 %, higher than 5.25 %, higher than 5.5 %, higher than 5.75 % or even higher than 6.0%.
- the elongation at maximum load A g+e and not the elongation at fraction At is used to characterise the elongation of a steel fibre, more particularly of the central section of the middle portion of a steel fibre. The reason is that once the maximum load has been reached, constriction of the available surface of the steel fibre starts and higher loads are not taken up.
- the elongation at maximum load A g+e is the sum of the plastic elongation at maximum load A g and the elastic elongation.
- the high degree of elongation at maximum load A g+e may be obtained by applying a particular stress-relieving treatment such as a thermal treatment to the steel wires where the steel fibres will be made of. In this case at least the central section of the middle portion of the steel fibre is in a stress-relieved state.
- a particular stress-relieving treatment such as a thermal treatment
- the steel fibre according to the present invention has a high degree of anchorage in concrete or mortar.
- the anchorage of the steel fibre in concrete or mortar is considerably improved. It is known in the art that the type of anchorage end directly influences the anchorage of the steel fibre in the concrete or mortar.
- the anchorage ends may comprise thickened or enlarged anchorage ends, nail heads, flattened anchorage ends, hook-shaped anchorage ends, bent or undulated anchorage ends or any combination thereof.
- the anchorage of the steel fibre in concrete or mortar is improved by providing the middle portion of the steel fibre with a flattened section close to but not immediately adjacent to the anchorage end.
- a high degree of anchorage will avoid pull-out of the fibres.
- a high degree of anchorage combined with a high elongation at maximum strength will avoid pull-out of the fibres, will avoid fibre failure and will avoid brittle failure of concrete in tension.
- a high degree of anchorage combined with a high tensile strength allows that better use is made of the tensile strength after the occurrence of cracks.
- Steel fibres according to the present invention more particularly the central section of the middle portion of the steel fibres, have for example a tensile strength R m higher than 1000 MPa and an elongation at maximum load A g+e of at least 2.5 %, a tensile strength R m of at least 1000 MPa and an elongation at maximum load A g+e of at least 4 %.
- the steel fibres more particularly the central section of the middle portion of the steel fibres, have a tensile strength R m of at least 1500 MPa and an elongation at maximum load A g+e of at least 2.5 %, a tensile strength R m of at least 1500 MPa and an elongation at maximum load A g+e of at least 4 %.
- the steel fibres more particularly the central section of the middle portion of the steel fibres, have a tensile strength R m of at least 2000 MPa and an elongation at maximum load A g+e of at least 2.5 %, a tensile strength R m of at least 2000 MPa and an elongation at maximum load A g+e of at least 4 %.
- Fibres having a high tensile strength R m may withstand high loads. Fibres characterised by a high elongation at maximum load A g+e will not break at CMODs above 0.5 mm, above 1.5 mm, above 2.5 mm or above 3 mm in the three point bending test according to EN 14651.
- the steel fibres more particularly the central section of the middle portion of the steel fibres typically have a diameter D ranging between 0.10 mm to 1.20 mm, for example ranging between 0.5 mm and 1 mm, more particularly 0.7 mm or 0.9 mm.
- the diameter is equal to the diameter of a circle with the same surface area as the cross-section of the central section of the middle portion of the steel fibre.
- the length of the steel fibres is for example 60 mm, 65 mm or 70 mm. With length of a steel fibre is meant the total length of the steel fibre i.e. the sum of the length of middle portion and the length of the anchorage end or anchorage ends.
- the steel fibre according to the present invention can be provided with any type of anchorage ends such as thickened or enlarged anchorage ends, nail heads, flattened anchorage ends, hook-shaped anchorage ends, bent or undulated anchorage ends or any combination thereof.
- a particular type of anchorage ends comprises anchorage ends that are deflecting from the main axis of the middle portion of the steel fibre. With 'deflecting' is meant turning aside from a straight line, i.e. turning aside from the main axis of the middle portion of the steel fibre.
- a first example of a steel fibre having an anchorage end that is deflecting comprises a middle portion and an anchorage end at one or both ends of the middle portion. The middle portion has a main axis. The anchorage end is deflecting from the main axis in a first bent section. The first bent section has a first radius of curvature.
- the anchorage end comprises further bent sections such as a second bent section having a second radius of curvature and a third bent section having a third radius of curvature.
- Two consecutive bent sections can be connected directly to each other.
- two bent sections are connected by means of a straight section.
- Consecutive bent sections means bent sections that are following one after the other.
- the vertical projections in this horizontal surface of at least two consecutive bent sections are located at one side of the vertical projection in this horizontal surface of the main axis of the middle portion.
- stable position is meant the position in which a steel fibre remains when laid down on a horizontal surface.
- a further example of a steel fibre provided with anchorage ends comprises a steel fibre having a middle portion and an anchorage ends at one or both ends of the middle portion.
- the middle portion has a main axis.
- the anchorage end or anchorage ends comprise(s) at least a first, a second and a third straight section.
- Each of the first, second and third straight section has a main axis.
- the first straight section is connected to the middle portion by a first bent section;
- the second straight section is connected to the first straight section by a second bent section;
- the third straight section is connected to the second straight section by a third bent section.
- Each of the first, second and third straight section have a main axis, i.e.
- the included angle between the main axis of the middle portion and the main axis of the first straight section is ranging between 100 and 160 degrees.
- the second straight section has a main axis being substantially parallel with the main axis of the middle portion.
- a steel fibre according to the present invention may be provided with one anchorage end at one end of the middle portion.
- a steel fibre is provided with an anchorage end according to the present invention at both ends of the steel fibre.
- the steel fibre is provided with an anchorage end at both ends of the middle portion the two anchorage ends can be the same or can be different.
- both anchorage ends may be bending away in the same direction from the main axis of the middle portion of the steel fibre (symmetric fibres).
- one anchorage end may be bending away in one direction from the main axis of the middle portion of the steel fibre while the other anchorage end is bending away in the opposite direction from the main axis of the middle portion of the steel fibre (asymmetric fibres).
- a reinforced concrete structure comprising a concrete structure reinforced with steel fibres according to the present invention.
- the reinforced concrete structure may or may not be reinforced with traditional reinforcement (for example pre-stressed or post-tensioned reinforcement) in addition to the steel fibres according to the present invention.
- the ratio residual flexural tensile strength f R,3 divided by the residual flexural tensile strength f R,1 is preferably higher than 1 and more preferably higher than 1.15 or higher than 1.2, for example 1.3. This ratio is reached when low dosages of steel fibres are used, for example a dosage lower than 1 vol% or a dosage lower than 0.5 vol %, or even with a dosage of 0.25 vol%.
- the residual flexural tensile strength f R,3 of a reinforced concrete structure using steel fibres according to the present invention is preferably higher than 3.5, more preferably the residual flexural tensile strength f R,3 is higher than 5 or even higher than 6 MPa.
- the concrete structure reinforced with fibres according to the present invention has an average post crack residual strength at ULS exceeding 3 MPa, e.g. more than 4 MPa, e.g. more than 5 MPa, 6 MPa, 7 MPa, 7.5 MPa.
- concrete structures having an average post crack residual strength at ULS exceeding 3 MPa can be reached using C35/45 concrete and using dosages of less than 1 vol% or even less than 0.5 vol%.
- preferred reinforced concrete structures have an average post crack residual strength at ULS exceeding 5 MPA using C35/45 concrete and using dosages of less than 1 vol% or even less than 0.5 vol%.
- reinforced concrete structures having an average post crack residual strength at ULS exceeding 3 MPa or 5 MPa are existing.
- these reinforced concrete structure known in the art use high dosages of steel fibres (above 0.5 vol % or above 1 vol %) in normal strength concrete or high strength concrete or use moderate dosages of high strength fibres in high strength concrete.
- both prior art steel fibres and steel fibres according to the present invention are subjected to two different tests :
- the tensile test is applied on the steel fibre, more particularly on the middle portion or on the central section of the steel fibre. Alternatively, the tensile test is applied on the wire used to make the steel fibre. The tensile test is used to determine the maximum load capacity F m of the steel fibre and to determine the elongation at maximum load A g+e. The three point bending test is applied on a notched reinforced beam as specified in EN 14651. The test is used to determine the residual tensile strengths. The tests are illustrated in Figure 1 and Figure 2 respectively.
- Figure 1 shows a test set up 60 of a tensile test (load-strain test) of a steel fibre).
- load-strain test tensile test
- steel fibres are tested as to maximum load capacity F m (breaking load), tensile strength R m and total elongation at maximum load A g+e .
- the anchorage ends (for example the enlarged or hook shaped ends) of the steel fibre to be tested are cut first.
- the remaining middle portion 14 (or the remaining central section) of the steel fibre is fixed between two pairs of clamps 62, 63. Through the clamps 62, 63 an increasing tensile force F is exercised on the middle portion 14 of the steel fibre.
- L 1 is the length of the middle portion 14 (or of the remaining central section) and is e.g. 50 mm, 60 mm or 70 mm.
- L 2 is the distance between the clamps and is e.g. 20 mm or 25 mm.
- L 3 is the extensometer gauge length and is minimum 10 mm, e.g. 12 mm, e.g. 15 mm.
- the middle portion of the steel fibre (or the central section) can be coated or can be covered with a thin tape to avoid slippery of the extensometer over the steel fibre.
- Low carbon steel is defined as steel having a carbon content of maximum 0.15 %, for example 0.12%; medium carbon steel is defined as steel having a carbon content ranging between 0.15 % and 0.44 %, for example 0.18 % and high carbon steel is defined as steel having a carbon content higher than 0.44 %, for example 0.5 % or 0.6 %.
- Figure 2 shows the experimental set up 200 of a three point bending test.
- the three point bending test was performed at 28 days according to European Standard EN 14651 using a 150 x 150 x 600 mm prismatic specimen 210. In the mid-span of the specimen 210 a single notch 212 with a depth of 25 mm was sawn with a diamond blade to localize the crack.
- the test set up comprises two supporting rollers 214, 216 and one loading roller 218.
- the setup is capable of operating in a controlled manner, i.e. producing a constant rate of displacement (CMOD or deflection).
- the tests were carried out with a displacement rate as specified in EN 14651.
- a load-crack mouth opening displacement curve or a load-deflection curve is recorded.
- An example of a load-crack mouth opening displacement curve 302 is given in Figure 3 .
- f R,i 3 F R , i L 2 bh sp 2 with :
- the performance of a number of different steel fibres is tested as to determine the anchorage force and the failure mechanism.
- the steel fibres are embedded in C35/45 concrete.
- the curing time was 14 days or 28 days.
- An overview of the steel fibres that are tested are given in Table 2.
- the test results are given in Table 3.
- the steel fibres are specified by the length of the steel fibre, the wire type used to make the steel fibre, the diameter of the steel fibre (more particularly the diameter of the middle portion or of the central section of the steel fibre) and the details of the anchorage ends. All steel fibres described in Table 2 have two anchorage ends, a first anchorage end at one end and a second anchorage end at the other end.
- FIB 2 ( Figure 5 ) is a fibre having at both ends a nail head as anchorage end.
- FIB 1, FIB3 and FIB4 have anchorage ends having a first straight section, a second straight section and possibly a third straight section.
- first bent section Between the middle portion and the first straight section of an anchorage end there is a first bent section; between the second straight section of an anchorage end and the first straight section of an anchorage end there is a second bent section, between the third straight section of an anchorage end and the second straight section of an anchorage end there is a third bent section.
- Table 3 specifies the details of the anchorage ends such as the number of straight sections of the anchorage end, the included angle between the main axis of the middle portion and the main axis of the first straight section, the orientation of the second straight section towards the middle portion, the included angle between the main axis of the second straight section and the main axis of the third straight section, the orientation of the fourth straight section towards the middle portion.
- FIB1 Figure 4
- FIB2 Figure 5
- FIB1 Figure 4
- FIB3 Figure 6
- FIB4 Figure7
- Two straight sections with a common vertex define two angles. The sum of these two angle is equal to 360 degrees.
- the smallest of the two angles defined by two straight sections with a common vertex is called the "included angle".
- the included angle between the main axis of the middle portion and the main axis of the first straight section is the smallest angle defined by the main axis of the middle portion and the main axis of the first straight section.
- the included angle between the main axis of the second straight section and the main axis of the third straight section is the smallest angle defined by the main axis of the second straight section and the main axis of the third straight section.
- the steel fibre 400 comprises a middle portion 404 and an anchorage end 402 at both ends of the middle portion 404.
- the middle portion 404 has a main axis 403.
- Each of the anchorage ends comprises a first bent section 405, a first straight section 406, a second bent section 407 and a second straight section 408.
- the included angle between the main axis 403 of the middle portion 404 and the main axis of the first straight section 406 is indicated by ⁇ .
- the second straight section 408 is parallel or substantially parallel with the main axis of the middle portion 403.
- Steel fibre 500 comprises a middle portion 504 provided at both ends of the middle portion 504 with anchorage ends 502.
- the anchorage ends comprise nail heads.
- the steel fibre 600 shown in Figure 6 is a steel fibre according to the present invention.
- Figure 6a is a view in the plane of the steel fibre;
- Figure 6b is a top view.
- the steel fibre 600 has a middle portion 604 provided with anchorage ends 602 at both ends.
- the middle portion 604 has a main axis 603.
- the middle portion 604 of the steel fibre 600 is provided with two flattened sections 601: a first flattened section close to but not immediately adjacent to the first anchorage end and a second flattened section close to but not immediately adjacent to the second anchorage end.
- the first flattened section 601 has a length l fl1 ;
- the second flattened section 601 has a length l fl2 .
- the distance between the first flattened sections and the first anchorage end is for example 2 mm or 3 mm.
- the distance between the second flattened section and the second anchorage end is for example 2 mm or 3mm.
- the middle portion 604 has a central section 610 that is located between the first flattened section and the second flattened section.
- the central section 610 has a length I'
- the total length of the middle portion is indicated by L and corresponds with the sum of the length of the section between the first anchorage end and the first flattened section, the length of the first flattened section l fl1, the length of the central section I', the length of the second flattened section l fl2 and the length of the section between the second flattened section and the second anchorage end.
- Each of the anchorage ends 602 comprises a first bent section 605, a first straight section 606, a second bent section 607 and a second straight section 608. Both anchorage ends are bending away in the same direction from the main axis 603 of the middle portion 604. The included angle between the main axis 603 of the middle portion 604 and the main axis of the first straight section 606 is indicated by ⁇ .
- the second straight section 608 is parallel or substantially parallel with the main axis 603 of the middle portion 604.
- Figure 7 shows a further embodiment of a steel fibre 700 according to the present invention (FIB4).
- Figure 7a is a view in the plane of the steel fibre;
- Figure 7b is a top view.
- the steel fibre 700 has a middle portion 704 provided with anchorage ends 702 at both ends.
- the middle portion 704 has a main axis 703.
- the middle portion 704 of the steel fibre 700 is provided with two flattened sections 701 : a first flattened section close to but not immediately adjacent to the first anchorage end and a second flattened section close to but not immediately adjacent to the second anchorage end.
- the first flattened section 701 has a length l fl1 ;
- the second flattened section 701 has a length l fl2 .
- the distance between the first flattened sections and the first anchorage end is for example 2 mm or 3 mm.
- the distance between the second flattened section and the second anchorage end is for example 2 mm or 3mm.
- the middle portion 704 has a central section 710 that is located between the first flattened section and the second flattened section.
- the central section 710 has a length l'
- the total length of the middle portion is indicated by L and corresponds with the sum of the length of the section between the first anchorage end and the first flattened section, the length of the first flattened section l fl1 , the length of the central section l', the length of the second flattened section l fl2 and the length of the section between the second flattened section and the second anchorage end.
- Each of the anchorage ends 702 comprises a first bent section 705, a first straight section 706, a second bent section 707 and a second straight section 708, a third bent section 709 and a third straight section 712. Both anchorage ends are bending away in the opposite directions from the main axis 703 of the middle portion 704.
- the included angle between the main axis 703 of the middle portion 704 and the main axis of the first straight section 706 is indicated by ⁇ .
- the included angle between the main axis of the second straight section 706 and the main axis of the third straight section 708 is indicated by ⁇ .
- the second straight section 708 is parallel or substantially parallel with the main axis 703 of the middle portion 704.
- the residual flexural tensile strengths f R,1 , f R,2 and f R,3 of steel fibres FIB1, FIB2 and FIB3 cannot be directly compared with the residual flexural tensile strengths f R,1 , f R,2 and f R,3 of FIB4 as the curing time of steel fibres FIB1, FIB2 and FIB3 is 28 days whereas the curing time of steel fibre FIB4 is only 14 days.
- the ratio f R,3 /f R,1 is above 1.
- Steel fibre FIB3 is tested in two different dosages : 20 kg/m 3 and 40 kg/m 3 . Even when a fibre dosage of 20 kg/m 3 is used the ratio f R,3 /f R,1 is exceeding 1. This indicates that such steel fibres behave like traditional reinforcing steel (stress-strain based instead of stress-crack opening based).
- the anchorage force of steel fibres FIB3 and FIB4 in concrete is higher than the anchorage force of steel fibres FIB1 and FIB2.
- steel fibres FIB3 and FIB4 provided with flattened sections are compared with steel fibres having the same geometry and steel composition as steel fibres FIB3 and FIB4 but without flattened sections, steel fibres FIB3 and FIB4 provided with flattened sections have a higher anchorage force in concrete than the steel fibres without flattened sections.
- steel fibres according to the invention may be made as follows.
- Starting material is a wire rod with a diameter of e.g. 5.5 mm or 6.5 mm and a steel composition having a minimum carbon content of for example 0.50 per cent by weight (wt %), e.g. equal to or more than 0.60 wt %, a manganese content ranging from 0.20 wt % to 0.80 wt %, a silicon content ranging from 0.10 wt % to 0.40 wt %.
- the sulphur content is maximum 0.04 wt % and the phosphorous content is maximum 0.04 wt %.
- a typical steel composition comprises 0.725 % carbon, 0.550 % manganese, 0.250 % silicon, 0.015 % sulphur and 0.015 % phosphorus.
- An alternative steel composition comprises 0.825 % carbon, 0.520 % manganese, 0.230 % silicon, 0.008 % sulphur and 0.010 % phosphorus.
- the wire rod is cold drawn in a number of drawing steps until its final diameter ranging from 0.20 mm to 1.20 mm. If a high elongation at fracture and/or at maximum load is required it can be preferred to subject the drawn wire to a stress-relieving treatment, e.g.
- the wires may or may not be coated with a corrosion resistant coating such as a zinc or a zinc alloy coating, more particularly a zinc aluminium coating or a zinc aluminium magnesium coating. Prior to drawing or during drawing the wires may also be coated with a copper or copper alloy coating in order to facilitate the drawing operation.
- a corrosion resistant coating such as a zinc or a zinc alloy coating, more particularly a zinc aluminium coating or a zinc aluminium magnesium coating.
- the wires Prior to drawing or during drawing the wires may also be coated with a copper or copper alloy coating in order to facilitate the drawing operation.
- the stress-relieved wires are then cut to the appropriate lengths of the steel fibres and the ends of the steel fibres are given the appropriate anchorage or thickening. Cutting and hook-shaping can also be done in one and the same operation step by means of appropriate rolls.
- the thus obtained steel fibres may or may not be glued together according to US-A-4284667 .
- the obtained steel fibres may be put in a chain package according to EP-B1-1383634 or in a belt like package such as disclosed in European patent application with application number 09150267.4 of Applicant.
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Reinforcement Elements For Buildings (AREA)
- Curing Cements, Concrete, And Artificial Stone (AREA)
Claims (14)
- Fibre d'acier (600, 700) pour renforcer du béton ou du mortier, ladite fibre d'acier (600, 700) comprenant une partie intermédiaire (604, 704) présentant une longueur L, une première extrémité d'ancrage (602, 702) à une extrémité de ladite partie intermédiaire (604, 704), et une deuxième extrémité d'ancrage (602, 702) à l'autre extrémité de ladite partie intermédiaire (604, 704), ladite partie intermédiaire (604, 704) comprenant une première section aplatie (601, 701), une deuxième section aplatie (601, 701) et une section centrale (610, 710), ladite section centrale (610, 710) étant située entre lesdites première et deuxième sections aplaties (601, 701) et s'étendant à partir de ladite première section aplatie (601, 701) jusqu'à ladite deuxième section aplatie (601, 701), ladite première section aplatie (601, 701) étant située à proximité de mais pas immédiatement adjacente à ladite première extrémité d'ancrage (602, 702), et ladite deuxième section aplatie (601, 701) étant située à proximité de mais pas immédiatement adjacente à ladite deuxième extrémité d'ancrage (602, 702), ladite section centrale (610, 710) présentant une longueur l', ladite fibre d'acier étant caractérisée en ce que ladite section centrale (610, 710) présente la même section transversale sur la totalité de la longueur l' de ladite section centrale (610, 710), le rapport de la longueur l' de ladite section centrale divisée par la longueur L de la partie intermédiaire (rapport l'/L) est supérieur à 0,50, ladite section centrale (610, 710) présente une résistance à la traction Rm d'au moins 1000 MPa et un allongement sous une charge maximum Ag+e d'au moins 2,5 %.
- Fibre d'acier (600, 700) selon la revendication 1, dans laquelle ladite partie intermédiaire (604, 704) de ladite fibre d'acier (600, 700) présente une résistance à la traction Rm d'au moins 1500 MPa.
- Fibre d'acier (600, 700) selon la revendication 1 ou la revendication 2, dans laquelle ladite partie intermédiaire (604, 704) de ladite fibre d'acier (600, 700) présente un allongement sous une charge maximum Ag+e d'au moins 4 %.
- Fibre d'acier (600, 700) selon l'une quelconque des revendications précédentes, dans laquelle la distance entre la première extrémité d'ancrage (602, 702) et la première section aplatie (601, 701) et/ou la distance entre la deuxième extrémité d'ancrage (602, 702) et la deuxième section aplatie (601, 701) est comprise dans la gamme entre 0,5 mm et 20 mm.
- Fibre d'acier (600, 700) selon l'une quelconque des revendications précédentes, dans laquelle ladite première section aplatie (601, 701) présente une longueur lf1 et ladite deuxième section aplatie (601, 701) présente une longueur lf2, ladite longueur lf1 et ladite longueur lf2 étant comprise dans la gamme entre 0,5 mm et 10 mm.
- Fibre d'acier (600, 700) selon l'une quelconque des revendications précédentes, dans laquelle lesdites sections aplaties (601, 701) sont aplaties dans un plan qui est sensiblement parallèle au plan de la fibre d'acier (600, 700).
- Fibre d'acier (600, 700) selon l'une quelconque des revendications précédentes, dans laquelle lesdites sections aplaties (601, 701) sont aplaties dans un plan qui est sensiblement perpendiculaire au plan de la fibre d'acier (600, 700).
- Fibre d'acier (600, 700) selon l'une quelconque des revendications précédentes, dans laquelle ladite fibre d'acier (600, 700) présente un diamètre D qui est compris dans la gamme entre 0,1 mm et 1,20 mm.
- Fibre d'acier (600, 700) selon l'une quelconque des revendications précédentes, dans laquelle ledit rapport de la longueur de la fibre d'acier (600, 700) divisée par le diamètre de la fibre d'acier (600, 700) (= le rapport de la longueur de la fibre d'acier/D) est compris dans la gamme entre 40 et 100.
- Fibre d'acier (600, 700) selon l'une quelconque des revendications précédentes, dans laquelle ladite fibre d'acier (600, 700) se trouve dans un état exempt de contraintes.
- Structure de béton renforcée avec des fibres d'acier (600, 700) selon une ou plusieurs des revendications 1 à 10.
- Structure de béton selon la revendication 11, dans laquelle le rapport de la résistance résiduelle à la traction par flexion fR,3 divisée par la résistance résiduelle à la traction par flexion fR,1 (= le rapport fR,3/fR,1) est supérieur à 1 avec un dosage desdites fibres d'acier (600, 700) inférieur à 1 % en volume.
- Structure de béton selon la revendication 11 ou 12, dans laquelle la résistance résiduelle à la traction par flexion fR,3 est supérieure à 5 MPa avec un dosage desdites fibres d'acier (600, 700) inférieur à 1 % en volume.
- Utilisation de fibres d'acier (600, 700) selon l'une quelconque des revendications 1 à 10 pour des structures de béton de support de charges.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
EP11794196.3A EP2652220B1 (fr) | 2010-12-15 | 2011-12-14 | Fibre d'acier comprenant des segments aplatis, destinée au renforcement du béton ou du mortier |
Applications Claiming Priority (3)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
EP10195106 | 2010-12-15 | ||
PCT/EP2011/072746 WO2012080325A2 (fr) | 2010-12-15 | 2011-12-14 | Fibre d'acier comprenant des segments aplatis, destinée au renforcement du béton ou du mortier |
EP11794196.3A EP2652220B1 (fr) | 2010-12-15 | 2011-12-14 | Fibre d'acier comprenant des segments aplatis, destinée au renforcement du béton ou du mortier |
Publications (2)
Publication Number | Publication Date |
---|---|
EP2652220A2 EP2652220A2 (fr) | 2013-10-23 |
EP2652220B1 true EP2652220B1 (fr) | 2016-06-08 |
Family
ID=43982242
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
EP11794196.3A Not-in-force EP2652220B1 (fr) | 2010-12-15 | 2011-12-14 | Fibre d'acier comprenant des segments aplatis, destinée au renforcement du béton ou du mortier |
Country Status (4)
Country | Link |
---|---|
EP (1) | EP2652220B1 (fr) |
KR (1) | KR20130129386A (fr) |
CN (1) | CN103261543B (fr) |
WO (1) | WO2012080325A2 (fr) |
Families Citing this family (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
BE1021498B1 (nl) | 2010-12-15 | 2015-12-03 | Nv Bekaert Sa | Staalvezel voor het wapenen van beton of mortel, met een verankeringseinde met tenminste drie rechte secties |
CN102998187A (zh) * | 2012-11-23 | 2013-03-27 | 西南交通大学 | 采用弯曲试验测试材料拉伸强度的改进方法 |
Citations (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE9202767U1 (de) * | 1992-03-02 | 1992-06-11 | Weiß, Wolfgang, O-9273 Oberlungwitz | Endliches Bewehrungselement zur Bewehrung von Betonteilen, sowie Vorrichtung zu dessen Herstellung |
Family Cites Families (17)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US3942955A (en) | 1969-09-12 | 1976-03-09 | N. V. Bekaert S. A. | Reinforcing wire element |
NL173433C (fr) | 1973-04-16 | Bekaert Sa Nv | ||
US4233364A (en) | 1979-05-15 | 1980-11-11 | Van Thiel's Draadindustrie (Thibodraad) B.V. | Anchoring fibre for use in concrete |
WO1984002732A1 (fr) | 1982-12-30 | 1984-07-19 | Eurosteel Sa | Elements filiformes utilisables pour le renforcement de materiaux moulables en particulier pour le beton |
US4883713A (en) | 1986-04-28 | 1989-11-28 | Eurosteel S.A. | Moldable material reinforcement fibers with hydraulic or non-hydraulic binder and manufacturing thereof |
DE9207598U1 (de) * | 1992-06-04 | 1992-08-27 | ME Fasersysteme GmbH, 3201 Diekholzen | Armierungsfaser aus Stahldraht |
DE4242150C2 (de) * | 1992-12-15 | 1999-10-14 | Michael Borttscheller | Vorrichtung zur Herstellung von Stahlfasern aus kaltgezogenem Stahldraht |
DE9302557U1 (de) * | 1993-02-23 | 1993-04-15 | Dettmann, Birgit, O-9151 Stollberg | Profiliertes, endliches Bewehrungselement zur Bewehrung von Betonteilen und Vorrichtung zu dessen Herstellung |
JP2627046B2 (ja) | 1993-04-07 | 1997-07-02 | 東京製綱株式会社 | コンクリート補強用鋼繊維 |
BE1009638A3 (nl) | 1995-09-19 | 1997-06-03 | Bekaert Sa Nv | Staaldraadelement voor het mengen in achteraf verhardende materialen. |
AU728927B2 (en) * | 1997-02-28 | 2001-01-18 | N.V. Bekaert S.A. | Steel fibre for reinforcement of high-performance concrete |
LU90584B1 (de) | 2000-05-17 | 2001-11-19 | Trefil Arbed Bissen S A | Drahtfaser |
BE1014155A3 (nl) | 2001-05-04 | 2003-05-06 | Bekaert Sa Nv | Werkwijze voor het doseren van wapeningsvezels bij de vervaardiging van vezelbeton en daarbij toegepaste kettingverpakking. |
KR200406191Y1 (ko) * | 2005-10-17 | 2006-01-20 | (주)후크화이버 | 콘크리트 보강용 강섬유 |
US20070261354A1 (en) * | 2006-05-12 | 2007-11-15 | Jsung-Sheng Chang | Structure to enhance intensity of cemented structure |
CN201080671Y (zh) * | 2007-04-30 | 2008-07-02 | 武汉新途工程纤维制造有限公司 | 具有多锚固点的钢纤维 |
CN201292609Y (zh) * | 2008-09-25 | 2009-08-19 | 刘纯郴 | 双向锚固形钢纤维 |
-
2011
- 2011-12-14 WO PCT/EP2011/072746 patent/WO2012080325A2/fr active Application Filing
- 2011-12-14 KR KR1020137015355A patent/KR20130129386A/ko not_active Application Discontinuation
- 2011-12-14 CN CN201180060031.0A patent/CN103261543B/zh not_active Expired - Fee Related
- 2011-12-14 EP EP11794196.3A patent/EP2652220B1/fr not_active Not-in-force
Patent Citations (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE9202767U1 (de) * | 1992-03-02 | 1992-06-11 | Weiß, Wolfgang, O-9273 Oberlungwitz | Endliches Bewehrungselement zur Bewehrung von Betonteilen, sowie Vorrichtung zu dessen Herstellung |
Also Published As
Publication number | Publication date |
---|---|
CN103261543A (zh) | 2013-08-21 |
KR20130129386A (ko) | 2013-11-28 |
CN103261543B (zh) | 2016-08-17 |
WO2012080325A2 (fr) | 2012-06-21 |
WO2012080325A3 (fr) | 2012-11-15 |
EP2652220A2 (fr) | 2013-10-23 |
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