CN103201440A - Steel bar comprising projections, used to form concrete frameworks, such that the concrete remains in the elastic range in terms of strength with a stress of less than 50% of the breaking stress, in which the bar has a diameter D and the projections are spaced apart by a distance L, have a height H and an area of less than one fourth of the perimeter multiplied by L - Google Patents
Steel bar comprising projections, used to form concrete frameworks, such that the concrete remains in the elastic range in terms of strength with a stress of less than 50% of the breaking stress, in which the bar has a diameter D and the projections are spaced apart by a distance L, have a height H and an area of less than one fourth of the perimeter multiplied by L Download PDFInfo
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- CN103201440A CN103201440A CN2011800507839A CN201180050783A CN103201440A CN 103201440 A CN103201440 A CN 103201440A CN 2011800507839 A CN2011800507839 A CN 2011800507839A CN 201180050783 A CN201180050783 A CN 201180050783A CN 103201440 A CN103201440 A CN 103201440A
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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
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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
- E04C5/02—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance
- E04C5/03—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance with indentations, projections, ribs, or the like, for augmenting the adherence to the concrete
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Abstract
The invention relates to a steel bar comprising projections, which is used to form concrete frameworks and allows the concrete to remain in the elastic range thereof in terms of strength with a stress of less than 50% of the breaking stress, in which: the nominal diameter of the bar is Dn; the distance between the centers of consecutive projections is "L"; projection height is "h"; and projection area is "A," said area "A" being greater than 0.12 x P x L and less than 0.25 x P x L. The height "h" is greater than 0.12 x L and less than 0.25 x L.
Description
Technical field
The present invention relates to a kind of reinforcing bar that forms the concrete framework, the rib area of this reinforcing bar is greater than the rib area of the reinforcing bar of prior art.Make that like this reinforced concrete structure bears line load, because the rib area is bigger, this steel concrete can resist stress fatigue, makes concrete remain on its stress intensity less than the elastic region of limit compressive resistance 50%.
Technical background
To tired reinforced concrete structure, the maximum stress intensity that concrete bears is positioned on the rib of reinforcing bar in load.For this reason, one of purpose of the present invention is to improve the design of rib, so that the intensity on the concrete is reduced to less than 50% of concrete strength.Based on these intensity, this bar-reinforced concrete member can guarantee to continue the resisting fatigue load cycle.
The reinforcing bar that is used for steel concrete now has been optimized to and can have obtained necessary grappling value in static load.Therefore, the concrete strength of use 100% designs this rib.Rely on this design, tired dynamics is very little, and the loading number of times duration of the concrete system of band reinforcement bar is short.U.S. experimental material association shows by rib minimum altitude and its spacing shown in the table 1 of ASTM 615A/615M (concrete reinforcement deformed bar and ordinary carbon steel bar standard criterion).The height and distance of rib has " the rib area relatively " between value 0.057 and 0.087.Show that at the ASTM615 appendix of the high value reinforcing bar of " relatively rib area " this value must and be not more than 0.14. less than 0.10
More practical for the design that makes plate, post, beam, wall, used value is by standardization in static load and in different concrete parameters and reinforcing bar standing, and the technician in the civil engineering adopts these standard values just can design firm sheet material.The steel concrete design standard of Chile is based on the ACI318 standard, and the steel that adopt are from Chilean NCh204 and ASTM615 standard.
Yet, when facing dynamic load, just loading in a period of time and circulate repeatedly, the concrete performance performance is very poor, and may collapse owing to fatigue.
Fatigue is that structure member lost efficacy under the dynamic load(loading) effect, and wherein, the acceptable value of this dynamic load(loading) is littler than limit compressive resistance.This is because dynamic load(loading) has repeated ω time in time.
Fig. 1 shows concrete slab design (1), and its mixture by typical cement and sand (2) is added a certain amount of rubble (3) that plays a decisive role and formed.In order to form steel concrete (7), adopted reinforcing bar (4), it has surface (5), has a plurality of ribs (6) on this surface (5), as shown in Figure 2.Use these reinforcing bars (4), just formed the structure of being surrounded by concrete (1), and therefore formed steel concrete as shown in Figure 3 (7).
As shown in Figure 3, steel concrete (7) is applied in dynamic load(loading) F ω, and it can be found out from Fig. 4 to Fig. 7 concrete influence, and figure out in Fig. 8.Chart 8 shows stress σ=F/Ah, and wherein F is load, and Ah is the area that absorbs load on the concrete, and deformation quantity is represented with ε.
When dynamic load(loading) F ω when low, than 50% when also little of concrete strength, concrete (1) just can not damaged.Because this acts on its intensity and always remains as shown in Figure 4 in the same low elasticity of the compact material zone,, the P1 point has been represented this point in the table of Fig. 8.
When dynamic load(loading) increased, concrete (1) just began to be damaged, and causes the generation of micro-crack (8), because micro-crack (8) acts on its intensity in the tired responsive high resiliency zone, so micro-crack (8) increases, as shown in Figure 5, the P2 point among Fig. 8 on the table is just represented this point.
When dynamic load(loading) continued to increase, concrete (1) was subjected to bigger infringement, forms crackle (9) because micro-crack (8) begins to couple together.Therefore, concrete (1) is operated on the maximum region of elastic limit of its intensity, and as shown in Figure 6, the P3 point among Fig. 8 on the table is represented this point.
Because concrete no longer is a tight robust materials, crackle (9) causes concrete strength zone " Ah " to reduce.Material has been in fatigue state, so a very little power is enough for σ=F/Ah, and remains on the P4 point in Fig. 8 table.In this case, crackle (9) has become the fracture among Fig. 7 (10).
For making concrete (1) not be operated in intensity greater than 50% elastic region of its resistance, (σ ε), therefore, must allow concrete resist uniform load or dynamic load(loading) F ω well, and can not damage owing to not tired perhaps not to be in tired zone on the chart.
For this reason, the present invention proposes a kind of reinforcing bar (10), and the contact area that a plurality of ribs (6) on it and concrete form is greater than the contact area of reinforcing bar of the prior art.Reduce intensity in this way, thereby avoided concrete (1) that breaking stress (10) takes place when forming steel concrete (7).
In general, prior art has sought to study the adhesion of reinforcing bar in concrete, but does not relate to fatigue problem, thereby has caused foregoing existing issue.
Among the file ES 423821 (Wischin) that is to publish on October 16th, 1976, the implementation status that is used for the relevant rod iron armor of steel concrete is disclosed, to be used for improving the associativity closely between concrete and rod.Have sickle-shaped inclination rib on this excellent longitudinal cross-section, to stride across one group of arrangements on surface of circle or polygon rod core, preferably, in organizing, between them, pass through abreast at least.Characteristics are about the angle of bend of excellent axis inclination rib with along the spacing between the adjacent inclined rib on the axis direction, and the length of inclination rib is complementary each other, because adjacent inclination rib is overlapping, thereby the sum of the cross section of excellent core and inclination rib is approximately equal to each cross section of rod.Under different situations, have only the frontier district of two the inclination ribs directly adjacent to each other in same group overlapping, this frontier district extends to the rod surface.Adjacent inclination rib has at least four/part overlapping, and preferably, 1/3rd of their length is overlapping at least.In this article, should point out that the inside of known rod depends on the projection that intensity depends on inclination rib side height, refer to that excellent wicking surface process vertical plane is to excellent axis.According to the invention of describing among the file ES 423821, it is identical that this rod shows lateral area, and then therefore known this excellent inside bonding strength is also identical.Fundamentally making spacing more hour when the inclination rib is arranged in, then they are lower than the rib on the known rod relatively, and elasticity and intensity that this piece article shows rod increase along with reducing of inclination rib height.Therefore, the rod of describing among the file ES 423821 has aspect the antifatigue degree than the better elasticity of known rod and intensity.
The article CH 651616 (BALZLI) that on September 30th, 1985 delivered discloses a kind of reinforcing bar for steel concrete, and this reinforcing bar has at least one vertical rib and a plurality of inclination rib.The girth of the base of bar cross section and inclination rib all almost is round.Vertically the junction of rib and inclination rib is in the rebar surface continuous distributed.The border of a plurality of inclination ribs is fusion continuously on vertical rib of rebar surface.The characteristics of design reinforcing bar are that itself and concrete have good connectivity like this, have avoided the damage of deformation and fatigue strength.
The file DE 1813627 (GERHARD) that delivered on July 25th, 1970 discloses a kind of heat laminating reinforcing bar for steel concrete, and in order to improve this reinforcing bar and concrete adhesiveness, its surface has the punch rib of anchoring.Each reinforcing bar complete has a unit, circular section that break-through shape rib is housed at whole reinforcing bar external surface by two or more half or partial parallel ground between reinforcing bar and in conjunction with forming one.These ribs can be independently subelement or several subelements.Half of reinforcing bar or part contact surface can be circular, and rib can be arranged according to certain angle along this surface.This has simplified a laminating technology that has equally distributed break-through rib at external surface.
The file GB 728636 (WESTFALENHUETTE) that delivers April 20 nineteen fifty-five discloses a kind of concrete reinforcement of making of mild steel, and when section area is reduced to less than 20%, this reinforcing bar adopts cold lamination and has the intersection rib.Next this reinforcing bar anneals to strengthen elastic limit under 400 ℃ of temperature.This steel can be that maximum phosphorus content is Thomas's steel of 0.5%, also can comprise boron, copper or beryllium to improve precipitation-hardening.
The file GB 925939 (REIMBERT) that delivered on May 15th, 1963 discloses a kind of for concrete reinforcing bar, and this rebar surface is formed by the rib of at least one longitudinal extension.Have a convex structure on the external surface of an above pith on its width, this convex structure is extended gradually along the direction that departs from the annulus that has recorded, this annulus that has recorded by rib bottom and with acute angle of its formation.This reinforcing bar twines along the axis direction helical form, is used to form spiral helicine appearance.Each rib has a narrow surface that is connected with adjacent rib first type surface, the surface of this adjacent rib can be acutangulate with the annular that has recorded, the narrow surface at obtuse angle or right angle.On this reinforcing bar, also can consider the additional projection part.This reinforcing bar can extrude processing and manufacturing along employing, and it is consistent with one or more vertical passages of arranging along the direction of reinforcing bar longitudinal axis symmetry to extrude direction, by the some or all of passage of reinforcing bar torque drive at rear.
The file GB 191027373 (HATTON) that delivered on November 16th, 1911 discloses a kind of improvement reinforcing bar for steel concrete.Vertical rib of this reinforcing bar external surface shape is in the shape of a spiral arranged, and has the intersection rib.The cross section of this reinforcing bar can be Any shape.
Usually, reinforcing bar of the prior art all is devoted to solve adhesion issues or its fatigue resistance problem between reinforcing bar and the concrete.The file of before mentioning all is not disclosed in the rib of reinforcing bar used in the steel concrete, and wherein the area of this rib is designed to when concrete bears dynamic load(loading) it and does not produce damage because of tired.
Summary of the invention
The present invention relates to a kind of reinforcing bar that is used to form the concrete framework, compared with prior art, the rib of this reinforcing bar has a main region to be used for bearing dynamic load(loading) on the reinforced concrete structure, because the main region of this rib, this reinforced concrete structure has fatigue resistance, and concrete stress is remained in 50% the elastic region of its impaired strength limit.
Description of drawings
Accompanying drawing is used to provide further understanding of the present invention, constitutes a part of the present invention, and for example understands part prior art and some preferred embodiments, to explain principle of the present invention.
Fig. 1 shows the viewgraph of cross-section of a concrete structure of the prior art;
Fig. 2 shows the lateral view of a reinforcing bar of the prior art;
Fig. 3 shows the viewgraph of cross-section of a reinforced concrete structure of the prior art;
Fig. 4 shows a viewgraph of cross-section that bears the first load F1 and do not have the concrete structure of structural failure;
Fig. 5 shows a viewgraph of cross-section that bears the second load F2 and have the concrete structure of micro-crack;
Fig. 6 shows a viewgraph of cross-section that bears the 3rd load F3 and have the concrete structure of crackle;
Fig. 7 shows a viewgraph of cross-section that bears the 4th load F4 and have the concrete structure of structural fatigue;
Fig. 8 show the table that illustrates structure shown in Fig. 4 to 7 (σ, ε);
Fig. 9 shows the viewgraph of cross-section of reinforcing bar of the present invention;
Figure 10 shows a viewgraph of cross-section that adopts the reinforced concrete structure of reinforcing bar of the present invention;
Figure 11 shows the extended view of the reinforced concrete structure of the reinforcing bar that adopts prior art, the concrete loading zone that is formed by the rib of this reinforcing bar shown in it;
Figure 12 illustrates the extended view of the reinforced concrete structure that adopts reinforcing bar of the present invention, the concrete loading zone that is formed by the reinforcing bar rib shown in it;
Figure 13 illustrates the extended view of the reinforced concrete structure that adopts reinforcing bar of the present invention, the rib zone of reinforcing bar shown in it;
Figure 14 show a table that uses the concrete working region of the reinforcing bar among the present invention (σ, ε);
Figure 15 shows sideways expansion view and the front elevation drawing of rib, defines wherein that the parameter of reinforcing bar is labeled out among the present invention.
The specific embodiment
The present invention relates to a kind of reinforcing bar that forms the concrete framework, it has the rib bigger than rib of the prior art, thereby make reinforced concrete structure can bear dynamic load(loading), owing to have bigger rib, this reinforced concrete structure can resisting fatigue, makes concrete remain on stress and damages the elastic region of intensity 50% less than it.
Shown in Fig. 9 to 12, reinforcing bar of the present invention (11) has the surface (5) that has a plurality of ribs (12) on it.For the purpose that reduces to be applied to the stress on the concrete, the area " A " of rib (12) is greater than rib area corresponding in the prior art.
When the structure bearing load, the reinforcing bar rib is that unit transmits this load with the concrete area, and produces stress distribution stress according to the rib zone at concrete.If rib is bigger, the load that then transfers to concrete identical unit area can reduce, and the stress distribution on the concrete also can reduce.
Therefore, according to Figure 11 and 12, when structure bearing load of the prior art, the inevitable concrete (1) by zone (13) of stress bears, and it is much larger than the stress that is born in zone (14) by concrete (1) under the situation of the structure with same load.This be since the rib area " A " of reinforcing bar (11) greater than the corresponding area of the reinforcing bar rib of prior art.
In sum, avoid tired in order to make concrete, must have area " A ", make the suffered σ A stress of concrete be positioned at the elastic region that is lower than its failure stress 50%.
Like this, rib (12) area " A " of reinforcing bar among the present invention (11) must make concrete to be operated in and be lower than in the elastic range of scope σ A1-σ A2 and ε A1-ε A2 through calculating.Shown in the form among Figure 14, wherein σ A2 place is exactly the place that stress equals concrete destruction stress 50%.
In order to define the reinforcing bar among the present invention, we use ACI 408-3 canonical parameter.The research that this standard is done based on Clarke (1946,1949), he has found that reinforcing bar improves the relation of performance, and has provided the area parameters relevant with rib Rr:
Wherein, 1) according to ASTM 615, the relative rib area of standard reinforcing bar is between value 0.057 and 0.087;
2) for the reinforcing bar of the relative area with high rib, the relative area of rib is at least 0.01, but is not more than 0.14;
3) rib is positioned at angle beta with respect to the reinforcing bar axis and is 45 ° to 65 ° and locates.Rib must not intersect.Rib cannot adopt X-shaped or argyle design;
4) the rib spacing is at least 0.44 of reinforcing bar nominal diameter " Dn ";
5) mean breadth of rib must be less than or equal to 1/3rd of rib spacing " L ";
6) rebar sizes can not be greater than the N in the following table ° 11:
The appointment numbering of table 1. deformation reinforcing bar, nominal weight [quality], nominal size and deformation requirement
AThe reinforcing bar numbering is based on the very little octave [the reinforcing bar numbering is approximately the millimeter of reinforcing bar nominal diameter] that is included on the reinforcing bar nominal diameter
BThe nominal dimension of deformation reinforcing bar equals the size of smooth bar, and according to foot [meter], this smooth bar has the weight [quality] identical with the deformation reinforcing bar.
Rib and the geometric parameter of reinforcing bar under the existing technology have more than been defined.Yet its stress is less than the concrete of the elastic region of its intensity 50% for fatigue damage for remaining on, and the Rr of the reinforcing bar among the present invention is between 0.12 and 0.25.
In Figure 15, clearly show that the parameter of definition reinforcing bar of the present invention.Therefore, " P " is the corresponding girth of reinforcing bar nominal diameter, and " L " is the spacing at adjacent rib center; Dn is the nominal diameter of reinforcing bar; H is the height of reinforcing bar rib; " A " is the rib area of reinforcing bar.
According to the reinforcing bar parameter shown in Figure 15, the value of Rr is as follows:
Therefore, the rib area of reinforcing bar is among the present invention:
A＝Rr×P×L (3)
If nominal diameter is:
P＝Dn×π (4)
Then, the rib area among the present invention between
0.12 * P * L＜A＜0.25 * P * L; Otherwise (5)
0.12×Dn×π×L＜A＜0.25×Dn×π×L (6)
Consider area A, shown in dash area among Figure 15, equal:
A＝Dn×π×h (7)
With formula (7) and (4) substitution equation (2), obtain:
So, the rib height h among the present invention between
0.12×L＜h＜0.25×L (9)
Therefore, define the rib spacing " L " of the area of reinforcement among the present invention by the value decision of Rr and h, be better than maximum average headway given among the Table A STM 615.
Similarly, according to published investigation of materials: " the relevant rib areal analysis of arrangement of reinforcement stretching resistance test " people such as () dagger-axe Metz Ba Bosai, in October, 2008/December (" Analysis ofthe relative rib area of reinforcing bars pull out tests " (Gomes Barbosa et al.), October/December 2008), in the statement conclusion: " according to the result who in this research, obtains, spacing be diameter 70%, highly have better stress adhesiveness for the reinforcing bar of diameter 9%.”
Therefore, also be applicable to the rib spacing " L " of definition reinforcing bar rib area of the present invention.This spacing is about 70% of reinforcing bar nominal diameter Dn.
It is important, people's such as table 1 and dagger-axe Metz Ba Bosai publication has all defined rib spacing " L " among the ASTM 615, this spacing " L " is known in the prior art, and only in this requirement, pay attention to, to help to define more accurately the rib area of reinforcing bar, this is the problem to be solved in the present invention.
Claims (5)
1. reinforcing bar that forms the concrete framework, it can make concrete remain on stress less than the elastic region of failure stress 50%, wherein, described reinforcing bar has nominal diameter Dn, adjacent rib center distance L, rib height h and rib area A, it is characterized in that described rib area A is greater than 0.12 * P * L and less than 0.25 * P * L.
2. the reinforcing bar of the band rib of formation concrete framework according to claim 1 is characterized in that, described rib area A is greater than 0.12 * Dn * π * L and less than 0.25 * Dn * π * L.
3. the reinforcing bar of the band rib of formation concrete framework according to claim 1 and 2 is characterized in that, described rib height h is greater than 0.12 * L and less than 0.25 * L.
4. according to the reinforcing bar of the band rib of arbitrary described formation concrete framework in the claim 1 to 3, it is characterized in that, described spacing L determines that by the value of Rr and h preferred, set-point is the maximum average headway in the standard A STM of American Society Testing and Materials 615 tables 1.
5. according to the reinforcing bar of the band rib of arbitrary described formation concrete framework in the claim 1 to 4, it is characterized in that described spacing L is about 70% of described reinforcing bar nominal diameter Dn.
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CL889-2010 | 2010-08-20 | ||
| CL2010000889A CL2010000889A1 (en) | 2010-08-20 | 2010-08-20 | Steel bar with projections, to form concrete reinforcements, so that the concrete remains in the elastic zone of compression resistance, with a tension less than 50% of the breaking stress and where the bar has a diameter d, projections arranged at a distance l from each other and from a height h, with an area less than a quarter of the perimeter per l |
| PCT/CL2011/000046 WO2012022005A1 (en) | 2010-08-20 | 2011-08-18 | Steel bar comprising projections, used to form concrete frameworks, such that the concrete remains in the elastic range in terms of strength with a stress of less than 50% of the breaking stress, in which the bar has a diameter d and the projections are spaced apart by a distance l, have a height h and an area of less than one fourth of the perimeter multiplied by l |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103201440A true CN103201440A (en) | 2013-07-10 |
Family
ID=45604667
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011800507839A Pending CN103201440A (en) | 2010-08-20 | 2011-08-18 | Steel bar comprising projections, used to form concrete frameworks, such that the concrete remains in the elastic range in terms of strength with a stress of less than 50% of the breaking stress, in which the bar has a diameter D and the projections are spaced apart by a distance L, have a height H and an area of less than one fourth of the perimeter multiplied by L |
Country Status (8)
| Country | Link |
|---|---|
| US (1) | US20130192164A1 (en) |
| EP (1) | EP2639378A4 (en) |
| JP (1) | JP2013534284A (en) |
| CN (1) | CN103201440A (en) |
| BR (1) | BR112013004000A2 (en) |
| CL (1) | CL2010000889A1 (en) |
| MX (1) | MX2013001947A (en) |
| WO (1) | WO2012022005A1 (en) |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB474422A (en) * | 1935-12-14 | 1937-10-28 | Henryk Griffel | An improved reinforcing member for reinforced concrete structures |
| DE3340887A1 (en) * | 1983-11-11 | 1985-05-23 | Stahlwerke Peine-Salzgitter Ag, 3150 Peine | Ribbed reinforcing bar |
| CN1836077A (en) * | 2003-07-03 | 2006-09-20 | 联邦国营企业“建筑科研中心” | Intended reinforcement bar |
Family Cites Families (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US1317824A (en) * | 1919-10-07 | Reinforcing element fob | ||
| GB191027373A (en) | 1910-11-24 | 1911-11-16 | George Hatton | An Improved Bar for use in Reinforced Concrete. |
| BE520674A (en) | 1952-06-14 | |||
| GB925939A (en) | 1959-07-20 | 1963-05-15 | Reimbert Andre | Bar reinforcement for concrete construction |
| DE1813627C3 (en) | 1968-12-10 | 1976-09-16 | Gerhard Dipl Ing Kuelessa | HOT ROLLED CONCRETE REINFORCEMENT OR ANCHOR BAR |
| ES388487A1 (en) * | 1971-02-20 | 1972-04-01 | Iribas Suarez De Otero | Reinforcing rods for concrete |
| AT348212B (en) | 1973-03-01 | 1979-02-12 | Wischin Josef | REINFORCEMENT BAR FOR REINFORCED CONCRETE |
| CH651616A5 (en) | 1981-06-04 | 1985-09-30 | Moos Stahl Ag | Reinforcing bar for reinforced concrete |
| DE3517638A1 (en) * | 1985-05-15 | 1986-11-20 | Ulrich Dr.Ing. e.h. Dr.Ing. 8000 München Finsterwalder | THREADED ROD |
| US4803632A (en) * | 1986-05-09 | 1989-02-07 | Utility Systems Corporation | Intelligent utility meter system |
| DE3730490A1 (en) * | 1987-09-11 | 1989-03-23 | Dyckerhoff & Widmann Ag | HOT ROLLED CONCRETE REINFORCING BAR, PARTICULARLY CONCRETE RIB BAR |
| DE10013581B4 (en) * | 2000-03-18 | 2017-11-09 | Friedr. Ischebeck Gmbh | Use of a steel part to be used in the construction sector |
-
2010
- 2010-08-20 CL CL2010000889A patent/CL2010000889A1/en unknown
-
2011
- 2011-08-18 BR BR112013004000A patent/BR112013004000A2/en not_active IP Right Cessation
- 2011-08-18 JP JP2013524325A patent/JP2013534284A/en active Pending
- 2011-08-18 CN CN2011800507839A patent/CN103201440A/en active Pending
- 2011-08-18 MX MX2013001947A patent/MX2013001947A/en unknown
- 2011-08-18 US US13/817,757 patent/US20130192164A1/en not_active Abandoned
- 2011-08-18 EP EP11817632.0A patent/EP2639378A4/en not_active Withdrawn
- 2011-08-18 WO PCT/CL2011/000046 patent/WO2012022005A1/en active Application Filing
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB474422A (en) * | 1935-12-14 | 1937-10-28 | Henryk Griffel | An improved reinforcing member for reinforced concrete structures |
| DE3340887A1 (en) * | 1983-11-11 | 1985-05-23 | Stahlwerke Peine-Salzgitter Ag, 3150 Peine | Ribbed reinforcing bar |
| CN1836077A (en) * | 2003-07-03 | 2006-09-20 | 联邦国营企业“建筑科研中心” | Intended reinforcement bar |
Also Published As
| Publication number | Publication date |
|---|---|
| WO2012022005A9 (en) | 2012-03-29 |
| JP2013534284A (en) | 2013-09-02 |
| WO2012022005A1 (en) | 2012-02-23 |
| BR112013004000A2 (en) | 2016-06-28 |
| EP2639378A4 (en) | 2014-10-15 |
| MX2013001947A (en) | 2013-06-28 |
| US20130192164A1 (en) | 2013-08-01 |
| CL2010000889A1 (en) | 2011-03-11 |
| EP2639378A1 (en) | 2013-09-18 |
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Application publication date: 20130710 |