WO2017149462A1 - Profilés et chemises collaborants en tôle formés à froid pour systèmes de poteaux en béton armé - Google Patents

Profilés et chemises collaborants en tôle formés à froid pour systèmes de poteaux en béton armé Download PDF

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Publication number
WO2017149462A1
WO2017149462A1 PCT/IB2017/051179 IB2017051179W WO2017149462A1 WO 2017149462 A1 WO2017149462 A1 WO 2017149462A1 IB 2017051179 W IB2017051179 W IB 2017051179W WO 2017149462 A1 WO2017149462 A1 WO 2017149462A1
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WO
WIPO (PCT)
Prior art keywords
collaborating
concrete
skates
perlin
steel
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Ceased
Application number
PCT/IB2017/051179
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English (en)
Spanish (es)
Inventor
Daniel JEANGROS FRANCO
Carlos JIMENEZ SARTA
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Soluciones e Innovaciones Estructurales SAS
Original Assignee
Soluciones e Innovaciones Estructurales SAS
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Soluciones e Innovaciones Estructurales SAS filed Critical Soluciones e Innovaciones Estructurales SAS
Priority to CN201780027321.2A priority Critical patent/CN109689990A/zh
Priority to US16/081,782 priority patent/US20190145102A1/en
Publication of WO2017149462A1 publication Critical patent/WO2017149462A1/fr
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/30—Columns; Pillars; Struts
    • E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings

Definitions

  • the present application refers to columns composed of reinforced concrete, which according to NSR-10 and ACI-318, are classified within the category of reinforced concrete, in which the tubular is formed by sections in Cold Roll (CR) type sheets. , which form perlines with a soul and at least one skate that projects to the internal space of the column, coming into contact with the concrete, and said skate comprises a series of perforations that allow the concrete to pass through them, achieving that once the concrete sets, a composite column is formed that works in solidarity, enhancing the qualities of steel and concrete, to the point that the thickness of the sheet can be reduced, which allows the product to be economically viable,.
  • the perlines of the present invention are open perlines in the form of "L", "C", "U”. Likewise, an integral and constructive structural system based on these columns is part of this application.
  • the final product can reach quality levels that are very difficult to obtain, with the use of a material such as concrete,
  • the NSR-10 standard in its title C10.13.1, describes the sections composed as follows: "... Compressed elements subjected to compression shall include all those elements that are longitudinally reinforced with structural steel profiles, pipes or tubes with or without longitudinal bars ". Obviously these are continuous closed sections. Later in the title: CR10.13.2 states: "The same rules used to calculate the resistance, using the load-moment interaction, for reinforced concrete sections can be applied to composite sections.
  • the interaction diagrams for concrete filled pipes (composite sections) are identical to those of the ACI Design Handbook ... ".
  • the 2010 AISC standard specifies the use of shear connectors to guarantee the transfer of tensions between the concrete and the steel tubular or the embedded profile.
  • the AISC-360-10 1 standard establishes that ios "steel anchors used to transfer longitudinal cuts must be distributed within the length of the load introduction, which must not exceed a distance of twice the minimum dimension transverse of composite members embedded above and below the load transfer region
  • the anchors used to transfer longitudinal cuts should be used on at least two sides of the steel element in a generally symmetrical configuration on the axis of the steel section. spacing of steel anchors, both inside and outside the length of the load introduction, must satisfy Section i 8.3e.
  • the AISC-360-10 standard states: "Where required, steel anchors that transfer the longitudinal cuts shall be distributed within the length of introduction to the load, the which shall not exceed a distance of twice the minimum transverse dimension of rectangular steel members or twice the diameter of round steel members, both above and below the load transfer region. The spacing of steel anchors within the length for the introduction of loads must be met in Section I8.3e. "
  • the system consists of a metal tube with a square section (1 1) to which beam supports (12) are welded.
  • the metal tube (1 1) is filled with concrete (15) through the through holes (14) located on faces of said tube. After the concrete (15) is cured the through members (14) are blocked. This conformation causes the dispersion of the tensile force, exerted on the supports (12) and prevents deformation outside the piano of the lateral part of the steel tube (1 1).
  • the beam supports (12) are tied to another section of themselves by means of bolts
  • GERDAU CORSA 3 offers among its products columns whose structural member design is formed by steel profiles that work together with reinforced concrete elements, or with coatings or fillings of this material. Specifically, it refers to composite columns, formed by steel profiles, rolled or made with sections or plates, screwed or welded, or by tubes or members of hollow rectangular rectangular cross-section of steel, drowned in reinforced concrete or filled with this material, and beams or beams, open-hearted reinforcements or stringers, called “joist”, which are made of steel and are drowned in reinforced concrete or that support a slab, interconnected so that the two materials work together.
  • GERDAU CORSA refers to a composite column, with a peripheral system of steel sheets, type CR or HR, which are joined by welding type 70XX, along the joints of the "C" sections, with an intermittent weld bead, 50mm every 250mm, creating an interior space occupied by concrete
  • FIGURE 1 illustrates examples of composite columns existing in the state of the art with steel profiles of different shapes, H-shaped, circular or rectangular with an interior space filled with concrete.
  • FIGURE 2A It shows a cross section of an L-shaped collaborating perlin, according to the present application
  • FIGURE 2B Show a transverse cut! of a C-shaped collaborating perlin, in accordance with the present application
  • FIGURE 2C It shows a cross section of a U-shaped collaborating perlin, according to the present application
  • FIGURE 3A It shows the side view of an L-shaped collaborating perlin, according to the present application
  • FIGURE 3B It shows the side view of a C-shaped collaborating perlin, according to the present application
  • FIGURE 3C It shows the side view of a U-shaped collaborating perlin, according to the present application
  • FIGURE 4A It shows a top view of the column of the present invention, composed of four collaborating perlines in the form of L (1A) and four collaborating perlines in the form of C (1 B), where the skates of the components A and B have been joined and the concrete is set within its internal space.
  • FIGURE 4B It shows a top view of the column of the present invention, composed of four collaborating U-shaped perlines (1 C), where the tabs of components A and B have been joined and the concrete is set within the internal space of the same.
  • FIGURE SA Top view of the column of the present invention, composed of four collaborating perlines in the form of L (1A) and four collaborating perlines in the form of C (1 B), showing the sections of the concrete bridges, which cross the perforations practiced on the skates of the collaborating perlines,
  • FIGURE 5B Top view of the column of the present invention, composed of four U-shaped collaborating perlines (1 C), showing the sections of the concrete bridges, which cross the perforations performed on the skates of the collaborating perlines.
  • FIGURE S Shows a scheme and the photo of an essay performed on the concrete core.
  • FIGURE 7. Shows a detail of the connection between the collaborating shirt and a pedestal.
  • FIGURE 8 Shows a detail of the connection between the collaborating shirt and a beam.
  • FIGURE 9 Analysis using the finite element method, in the program
  • FIGURE 10 Table showing the degrees of freedom defined for the lateral nodes.
  • FIGURE 1 Analysis using the finite element method, in the program
  • FIGURE 12 Results of the analysis of wrinkles and displacements in X, Y and Z.
  • FIGURE 13 Shows a column-beam connection.
  • FIGURE 14 Shows the anchor length (1 1).
  • the present invention relates to collaborating perlines formed from steel sheets, preferably Cold Rol! (CR), which comprise a soul (1) and at least one skate (2) that projects, towards the internal space of the column, coming into contact with the concrete (4) and said skate (2) comprises along its length a series of perforations (3), as shown in figures 2 and 3.
  • CR Cold Rol!
  • These perforations allow the concrete to pass through them before solidifying, and once it sets, a bridge is formed (5 ) of concrete, marked by circles in Figure 5, which ensures that a composite column constructed with the perlines of the invention works in solidarity, enhancing the qualities of steel and concrete, to the point that the thickness of the sheet can be reduced, which allows the product to be economically viable.
  • the aforementioned periines (1) are L-shaped (see figure 3A and 4A), C-shaped (see figure 3B and 4B) or U-shaped (see figure 3C and 4C) and have a pair of skates (2) on each One of its ends.
  • the width of the core (1) of the periines must be less than 150 mm
  • the width of the skates (2) is between 50 mm and 75 mm
  • the skates (2) have 75mm of width
  • the perforations (3) are distributed equally along the skate and centered in relation to the lateral edges of the skate.
  • Elias have a diameter that ranges between 25 mm and 38 mm, even better, said diameter is 2Srnm
  • the distance (L) between one drilling center and another is 1 to 2 times the diameter of the perforations, preferably said distance of separation is 75 mm and the distance between the center of the perforation (3) and the edges of the skate (2) is 37.5 mm.
  • an integral and constructive structural system based on said periines for the construction of composite columns is part of the present application.
  • Said composite columns are made up of collaborating shirts comprising different combinations of the perlines of the present invention.
  • the skates (2) of the perlines are provisionally joined by an epoxy resin adhesive or type 70XX welding, so that the perforations (3) of adjacent skates coincide to allow the flow of concrete through it, and the perlines create an empty space inside to form a tubular section with the dimensions of the column.
  • the column tubular comprises four L-shaped collaborating perlines (1A), located in the corners, joined to four C-shaped collaborating perlines (1 B) that occupy the central part, such as It is shown in Figure 5A.
  • the tubular comprises four collaborating U-shaped perlines (1 C), as shown in Figure 5B.
  • the structural system integrates! and constructive of the present application also includes the concrete core.
  • the mixing design for the concrete core will be for a compressive strength of 40! Vlp.
  • UNION COMPOSITE-PEDESTAL FOUNDATION COLUMN Applies to both reinforced concrete and steel structures. As shown in Figure 7, the structural connection is given by the extension of the first reinforcement section of the column (6) that comes from the pedestal (7), in a length not less than the development length (61) of the larger diameter bar, inside the concrete core (4) of the composite section (6). Said column (6) is attached to the pedestal (7) by leveling nuts (71), adjusting nuts (72) and anchor bolts (73).
  • the base plate frame (8) fulfills only the function of facilitating the positioning of the collaborating shirt.
  • JOINED BEAM OR Slab COLUMN UNION Applies to reinforced concrete structures, specifically slabs or slabs (9).
  • Figure 8 shows that the structural connection is given by the extension of the last section and first reinforcement section (62) of the immediately following column (6), in a length not less than the length of development (61) of the bar of greater diameter, within the concrete core of the composite section, of the consecutive columns formed by the collaborating sleeve (63).
  • UNION COMPOSITE-BEAM OR Slab COLUMN Applies to steel structures.
  • the structural connection is made by through bars that connect the steel beams in line.
  • the column (6) is attached to the plate (9) by leveling nuts (91), adjusting nuts (92) and anchor bolts (73),
  • the boundary conditions for the lateral edge nodes (10) are: freedom of movement along the Z axis, which corresponds to the vertical displacement of the column body, due to the effect of the compression load. But unable to travel along the X axis, by virtue of the presence of the concrete core and without considering the Poisson effect, which will occur in the final phase of the concrete core failure, see Figure 9, icons in red-green, that correspond to the support, see right box: Supports-Whoie Sfructure.
  • the table in Figure 10 shows the degrees of freedom defined for these lateral nodes.
  • the lower supports of the blue model, See Figure 9, are assimilated to joints, with freedom of rotation, but which prevent the vertical displacement of these nodes and correspond to the lower end of the column.
  • the model will be subjected to the load necessary to bring the section of the sheet to the creep limit and distributed over the lateral nodes of the model, as follows: upper half of lateral nodes (10) with the loads oriented in the -Z direction . Lower half of lateral nodes (0) with loads oriented in the + Z direction. Load condition that would be given by the transfer between concrete core and collaborating perlin, to apply the indicated load, on the upper face of concrete core. See Figure 1 1.
  • VOLTAGE TRANSFER BETWEEN COLLABORATING PERLINES AND THE NUCLEUS CONCRETE This transfer, together with the hypothesis defined in the subtitle: 4.2 .: COMPATIBILITY OF DEFORMATIONS, allows joint or solidarity work between the two components of the composite system: COLLABORATING PERLINES and core of concrete, preventing the sliding of one in relation to the other, as defined above.
  • the stress transfer model between the two components was previously defined in the following terms: "The transfer of stresses between the concrete core and the COLLABORATING perlines will be given by the shear resistance of the concrete bridges (5), that would go through the perforations (3) 25mm in diameter made on the skates (2) of the collaborating perlines, which would be embedded in the concrete core.
  • anchor length (La) (1 1) ensures that none of the components of the collaborating profiles slide before it reaches the creep point.
  • the anchoring length (1 1) of a collaborating perlin will be determined: L125mmx1 mm in stainless steel, which has a higher yield limit than the ASTM A572 CR galvanized steel sheets See Figure 14.
  • the collaborating shirt of the present application offers the option of forming the tubular on site, from CR sheets, or that facilitates the construction operation, from transport, through storage, to the construction process which assimilates the assembly of the tubular, formed of the form.
  • the thickness of the sheets used in the collaborating jacket of the invention ranges between 0.45mm and 3mm, which is much less than the minimum thickness required for existing systems in the state of the art, e! which must be greater than 8mm.
  • the location of the thicknesses of the open sections may vary according to the amount requirements required in the column section: in conventional tubulars with uniform wall thicknesses, this is not possible.
  • Another relevant advantage of the present invention is that by not requiring additional components that must be welded, such as projections, plates or reinforcing bars welded to the profile or structural tube before placing the concrete, it allows to reduce costs.
  • the characteristics of the concrete core guarantee the necessary shear resistance that provides the composite work of the two parts, the tubular steel and the concrete core.
  • the option of producing the periines in galvanized or stainless steel sheet allows to handle two alternatives of protection against corrosive processes, depending on the aggressiveness of the environment.
  • the open section sheet in stainless steel 302 allows the tubular to be formed in a steel with a creep limit of: 1 138mp, compared to the 412mp of the reinforcing bars or ios 345mp of the ASTM galvanized CR sheet in ASTM steel A572, demand smaller amounts.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
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Abstract

La présente invention concerne de poteaux en béton armé, se classant dans la catégorie du béton armé selon les normes NSR-10 et ACI-318, le tube étant formé par des sections de tôles laminées à froid (cold rolled ou CR) qui forment des profilés comportant une âme (1) et au moins une semelle (2) qui s'avance en direction l'espace interne du poteau et entre en contact avec le béton (4), ladite semelle (2) présentant sur sa longueur une série de perforations (3) à travers lesquelles le béton peut passer, de sorte qu'une fois que le béton a fait prise, on obtient un pilier mixte travaillant de manière solidaire, potentialisant les qualités de l'acier et du béton, et permettant ainsi de réduire l'épaisseur de la tôle, ce qui assure la viabilité économique du produit. L'invention s'étend également à la chemise collaborante comprenant lesdits profilés et au noyau de béton confiné dans l'espace interne du tube.
PCT/IB2017/051179 2016-03-02 2017-02-28 Profilés et chemises collaborants en tôle formés à froid pour systèmes de poteaux en béton armé Ceased WO2017149462A1 (fr)

Priority Applications (2)

Application Number Priority Date Filing Date Title
CN201780027321.2A CN109689990A (zh) 2016-03-02 2017-02-28 复合钢筋混凝土柱系统冷成型板形成的c形截面和复合楼承板
US16/081,782 US20190145102A1 (en) 2016-03-02 2017-02-28 C-sections and composite decks formed by cold-formed sheets for a system of composite reinforced concrete columns

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CO16054126 2016-03-02
CO16054126 2016-03-02

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WO2017149462A1 true WO2017149462A1 (fr) 2017-09-08

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Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO1997030235A1 (fr) * 1996-02-19 1997-08-21 Tuomo Juola Structure composite pour ossature de batiment
WO1999005380A2 (fr) * 1997-07-21 1999-02-04 Joong Shik Kim Element structurel a coques metalliques renforcees par des plaques de renfort
KR20100127902A (ko) * 2009-05-27 2010-12-07 주식회사 한구조엔지니어링 콘크리트 충전 강관기둥
CN102979250A (zh) * 2012-12-27 2013-03-20 长安大学 一种基于纵向加劲肋的scs钢管混凝土结构
KR20130142755A (ko) * 2012-06-20 2013-12-30 주식회사 액트파트너 Ｃｆｔ기둥용 내부 다이어프램 설치형 조립박스강관의 제작방법
CN203669208U (zh) * 2013-10-17 2014-06-25 清华大学 轻型咬合式钢管混凝土组合柱

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO1997030235A1 (fr) * 1996-02-19 1997-08-21 Tuomo Juola Structure composite pour ossature de batiment
WO1999005380A2 (fr) * 1997-07-21 1999-02-04 Joong Shik Kim Element structurel a coques metalliques renforcees par des plaques de renfort
KR20100127902A (ko) * 2009-05-27 2010-12-07 주식회사 한구조엔지니어링 콘크리트 충전 강관기둥
KR20130142755A (ko) * 2012-06-20 2013-12-30 주식회사 액트파트너 Ｃｆｔ기둥용 내부 다이어프램 설치형 조립박스강관의 제작방법
CN102979250A (zh) * 2012-12-27 2013-03-20 长安大学 一种基于纵向加劲肋的scs钢管混凝土结构
CN203669208U (zh) * 2013-10-17 2014-06-25 清华大学 轻型咬合式钢管混凝土组合柱

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
DATABASE WPI Derwent World Patents Index; AN 2013-K40549 *
DATABASE WPI Derwent World Patents Index; AN 2014-A81359 *

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