EP0790367B1 - Structure de poutre mixte plane réalisée sur chantier pour la construction de dalles plates unidirectionnelles en béton - Google Patents

Structure de poutre mixte plane réalisée sur chantier pour la construction de dalles plates unidirectionnelles en béton Download PDF

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Publication number
EP0790367B1
EP0790367B1 EP97500036A EP97500036A EP0790367B1 EP 0790367 B1 EP0790367 B1 EP 0790367B1 EP 97500036 A EP97500036 A EP 97500036A EP 97500036 A EP97500036 A EP 97500036A EP 0790367 B1 EP0790367 B1 EP 0790367B1
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EP
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Prior art keywords
concrete
mixed
site
flat
connectors
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Expired - Lifetime
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EP97500036A
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German (de)
English (en)
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EP0790367A1 (fr
Inventor
Ramon Mimenza Larracoechea
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/17—Floor structures partly formed in situ
    • E04B5/18—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly cast between filling members
    • E04B5/19—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly cast between filling members the filling members acting as self-supporting permanent forms
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/17—Floor structures partly formed in situ
    • E04B5/23—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated
    • E04B5/29—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated the prefabricated parts of the beams consisting wholly of metal
    • 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
    • E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
    • E04C5/065—Light-weight girders, e.g. with precast parts

Definitions

  • This invention refers to a mixed structure flat composite girder formed (i.e. concrete laid) on-site, the use of which, is an improvement in unidirectional flat concrete flooring construction using special structures, optionally based on a "T" metal profile combined with a series of oblique connectors attached both to said metal profile and to a round rod acting as a hanger, further including round reinforcement rods and a corresponding mass of concrete also deposited on-site for obtaining the flat composite girder as the base for constructing the unidirectional flat concrete slab, a series of semi-resistant joists, between which the corresponding hollow bricks are positioned, likewise cooperating in the construction.
  • the system for constructing flat unidirectional concrete slabs using said flat composite girders means reduced reinforcement and concrete volumes and strength element weights which is nonetheless provided with an appropriate safety and resistance level in regard to bending moment and maximum tangent and grade line shear strength, as foreseen along the length of the corresponding bay with variable inertias.
  • the execution of the flat reinforced concrete slabs comprising mixed structures, i.e. flat reinforced concrete and unidirectional semi-resistant joists, according to EH-91 and EF-88 requirements, is based on the fact that the concrete girders are formed with corrugated rods wherein the girder's variable width and height correspond to that of the concrete slab edge, the structure being embedded in the slab which constitutes the girder.
  • flat reinforced concrete girders are normally very wide, depending on the structural diversity involving lengths and loads, with widths generally in the order of 50, 60 or 70 cm, and even 1 m or more, resulting in eccentricities between the girder and the corresponding pillars and between the ends of the joist headers and the pillars, through the girder, and countless other complex circumstances which give rise to deformations, particularly in view that calculations are normally performed individually on the girders, on the one hand, and on the concrete semi-resistant joists, on the other, resulting in possible risk of local failure in specific circumstances involving complex structures.
  • the document GB L 09026 A represents a traditionally suspended concrete slab and girder structure, not applicable to flat girders, which date from approximately 1970.
  • the invention's improvements are based on the fact that the flat unidirectional concrete slab is obtained from mixed flat girders produced on-site, which, combined with the unidirectional semi-resistant joists and nerves, provide a technical solution to the problems involving a degree of unsafety and local failure, and also to performance, economy and increased personnel safety features, in addition to other advantages which will be discussed further on in the present description.
  • the structure of the flat mixed girders obtained on-site involves a "T" metal profile and a series of connectors and electrically welded corrugated round rods, plus, naturally, the corresponding concrete mass deposited on-site.
  • the "T" metal profile is placed in its inverted position, namely with the stem vertically upwards and the wings or horizontal portions at the bottom, in such a manner that on the stem's upper portion or edge, the corrugated round rod connectors are welded at a 45° slant in respect to the horizontal, said connectors being in turn welded at the other end thereof to a corrugated round rod laid along the entire length of the girder, said round rod forming a so-called "hanger”.
  • a series of reinforcements are foreseen composed of one or two round rods, preferably corrugated, mounted over the horizontal wings of the "T" profile, adjacent the stem, said round rods being electrically welded to both the wing and the stem, their section and length being calculated according to requirements in each case.
  • the girders thus obtained are supportingly embedded to a hyperstatic degree in the corresponding reinforced concrete pillars - which can optionally be metal or mixed pillars - fitted at their upper end with round rods, preferably corrugated, which prevent the occurrence of cracks or fissures in the pillar's upper supporting part as a result of the girders being embedded in said pillars, thereby producing a negative bending moment, the girder's section and length being calculated according to requirements in each case, and being provided with continuity.
  • the purpose of the structure's configuration is to provide a reinforced concrete concentration in one single tension rod connected to the concrete head by means of round corrugated rods welded to the stem of the tension rod.
  • the stem section of the mixed flat girder thus obtained is made of gravel concrete throughout the corresponding width, and the flooring semi-resistant joist headers are solidified with concrete in a manner that the mixed metal structure is located between said joist headers in order to cover said area with a corresponding concrete compression layer, thus obtaining a monolithic structure.
  • the on-site building of the mixed flat girder is implemented by using the necessary planking for receiving the semi-resistant joist end headers and with the removal of the first hollow bricks at both sides of the concrete slab to achieve the required solidification of said girder ends, the structure of the mixed girder being arranged in the gap between both joist headers.
  • the concrete compression layer is applied in order to achieve the reinforced concrete in the remainder of the slab, thus providing on-site the main element of the mixed flat girder.
  • the girder thus formed preferably has a width of 25 cm, so that, bearing in mind that the minimum dimension of the pillar is also 25 cm, both widths will coincide, free of eccentricities, in view that the mixed girder structure lies within the central third of the pillar, thereby providing for great structural safety.
  • the metal structure of the mixed flat girder which forms part of the object of the invention includes a "T" metal profile (1), although this can also be a double “T” profile, placed in an inverted position wherein the stem (2) is positioned vertically upwards while the wings (3) are arranged horizontally along the bottom.
  • a series of attachment elements or so-called connectors (4) presenting an extension (5) at an end thereof which determines a foot secured by welding (6) to the upper edge of the stem (2) of profile (1), the upper end also being attached by welding (6) to a round, preferably corrugated rod which forms a hanger (7), said hanger being positioned horizontally along an upper plane.
  • Figure 1 shows that the structure also includes a round strengthening rod (8) positioned over the horizontal wing (3) of profile (1), secured by electric welding both to the wing (3) and the stem (2), thereby forming a single mixed structure composite element.
  • the connectors (4) are arranged in a slanting position, forming a 45° angle with the horizontal.
  • this main basic structure for obtaining a mixed flat girder may allow for other ways of embodiment, such as that wherein the connectors (4) are attached at one end to a lower corrugated round rod, while the other (upper) end is attached to another round rod which forms the hanger itself, or else the connectors (4) may be attached by their lower end to partially overlapping lower corrugated round rods, thus enabling their welding along said overlapping zone, i.e. the basic profile (1) being removed in this case, as the structure is implemented in versions having a lower strength capability.
  • the structure built according to Figure 1 is arranged to lean on its ends over corresponding pillars (9), being embedded therein, which pillars support the planking (10) with widened zones (10') adjacent the pillars (9), said planking being duly propped-up to further support the unidirectional semi-resistant joists (11) of a conventional or other shape or profile, Figure 3 specifically showing three types of joist (11) profiles which are complemented with corresponding strengthening structures to overcome negative bending moments (16).
  • both the semi-resistant joists (11) and the corresponding end hollow brick (14) are spaced from said structure for the purposes discussed hereunder.
  • the pillars (9) are fitted with corresponding structures (15) based on corrugated rods, the joists (11) also being provided with corrugated round bars or rods (16) by way of strengthening elements.
  • Figure 4 shows a cross section of the central zone of the mixed flat girder obtained on-site, revealing the inverted "T" metal profile (1), the connectors (4), the hollow bricks (14), the semi-resistant joists (11) and the girder stem formed by concrete (17) which also forms the compression layer (18) with the structure (16) based on corrugated round bars located in the upper part to overcome negative bending moments in the concrete slab and the supports of the joists (11) on the girder planking (10) which forms the reinforced concrete (17), said Figure 4 also showing the formation of reinforced concrete transversal nerves (20) with corrugated round rods (21) positioned in the upper, lower and intermediate or buttressing part.
  • Figure 5 shows a cross section of the end zone of the mixed flat girder which leans on the pillars, and also shows the widening of the solidified concrete designed to form the corresponding abacus (22) structured with corrugated round rods (23) positioned in the upper part of said abacus (22), close to the girder's (17) negative bending moment influence zone.
  • Figure 6 shows a detail of the reinforced concrete abacus (22) on the supporting pillars (9).
  • the ends of the metal structure obtained from profile (1) are anchored to the pillars (9) in the form of embedded knot supports having a specific hyperstatic degree and being provided with an adequate abacus (22) structured with the corrugated round rods (23) placed on the upper part of the abacus (22) and in the concrete compression layer (18), which allows for continuity of the girders (17) through the stem in a manner that said corrugated round rods (23) are positioned in the abacus (22) itself adjacent the compression layer (18) and within the area of influence of the girder's (17) negative bending moments.
  • the propped-up and counter-attached planking (10) and (10') is arranged to receive the support of the semi-resistant joists (11), allowing for an approximate 11 to 15 cm gap between the joist header ends, leaving a gap between the end hollow bricks (14) and gaging said joists with the hollow bricks so that the separation from the end hollow bricks (14) is at least 25 cm, thereby to form the concrete stem (17) or so-called mixed flat composite girder.
  • the transversal nerve wooden planking is further arranged with a conveniently propped-up 15 cm plank to form the transversal nerve (20), allowing a minimum 10 cm separation from the first or end hollow bricks (14), and is subsequently covered with the remaining hollow bricks.
  • the whole assembly is thus ready for installing the structures, first the one based on the "T" profile (1), positioned in the gap between the joist (11) header ends and, naturally, in the gap established by the first or end bricks (14), subsequently arranging the structures (21) of the transversal nerve (20) and the corrugated round rod (16) structure for the joist (11) recesses, leaving the ends of said round rods leaning on a 6 or 8 mm round rod extending lengthwise over the hollow bricks (14) to finish the structure, with the corrugated round rods (23) and the abaci (22) positioned over the pillar (9) heads for overcoming the mixed girder's negative bending moments; the work being thus fully assembled and structured to start the laying of the concrete, as follows:
  • the hollow bricks, the joists and the planking are sufficiently sprayed with water; the concrete laying starts at the girder (17) and nerve (20) recesses stem (17) and over the semi-resistant joists (11), to a height 3 to 4 cm below the upper part of the hollow bricks (14), becoming attached to the concrete compression layer (18) - which is at least 5 cm thick - to cover the assembly simultaneously in order to achieve a monolithic condition in the mixed flat composite girder obtained on-site and of the concrete slab itself; water spraying is continued to achieve a good setting and curing of the reinforced concrete, the cement used for the concrete having the required volume stability to avoid cracks or fissures as a result of setting retraction.
  • the concrete must have a plastic consistency, and comprise vibrated aggregates having a maximum size of 25 mm.
  • gaps between the semi-resistant joist (11) header ends are advantageously in the range of 22 to 27 cm and the gap between the hollow bricks is in the range of 37 to 42 cm.

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  • Architecture (AREA)
  • Engineering & Computer Science (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Rod-Shaped Construction Members (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Panels For Use In Building Construction (AREA)
  • Floor Finish (AREA)
  • Forging (AREA)
  • Bridges Or Land Bridges (AREA)
  • Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)
  • Road Paving Structures (AREA)

Claims (7)

  1. Poutre composée plane de structure mixte où les structures mixtes sont formées in situ, caractérisée en ce qu'elle comprend une structure principale qui inclut un profil métallique en "T" (1), des connecteurs (4), un élément de suspension (7) et des barres de renfort nervurées (8) situées le long du profil métallique en "T", et intégrant en plus une masse en béton comprenant une âme (17) et une tête (18), masse versée in situ sur la dite structure pour obtenir la poutre composée plane mixte, où les connecteurs (4) sont disposés de façon inclinée et sont soudés à leurs extrémités à l'âme du profil en "T" (1) et à une barre ronde qui forme un élément de suspension (7) ; les extrémités de la poutre plane mixte étant disposées de façon à appuyer et à s'encastrer dans les colonnes correspondantes (9) jusqu'à un degré hyperstatique, car les extrémités des têtes des poutrelles semi-résistantes (11) et les premières briques creuses (14) sont écartées afin d'établir un espace qui, comblé de béton et pourvu de la correspondante structure, forme l'âme (17) de la poutre composée plane mixte.
  2. Poutre composée plane de structure mixte formée in situ, selon la revendication 1, caractérisée en ce que la structure mixte formée par le profil métallique en "T" (1), les connecteurs (4) et l'élément de suspension (7) se trouvent entre les extrémités des têtes des poutrelles semi-résistantes (11), sur les diverses rangées de ces extrémités disposées sur les poutrelles semi-résistantes (11), et cet écart détermine la largeur de l'âme (17) de la poutre mixte plane intégrant une couche de compression de béton (18) permettant la continuité des poutres.
  3. Poutre composée plane de structure mixte formée in situ, selon la revendication 1, caractérisée en ce que le profil métallique en "T" (1), élément de base de la structure principale, est disposé en position inverse, l'âme (2) étant orientée verticalement vers le haut et les ailes (3) disposées horizontalement sur l'extrémité inférieure, les dites ailes (3) constituent un moyen de résistance à la force de tension, car l'âme verticale supérieure (2) est un élément de résistance à la force de découpe.
  4. Poutre composée plane de structure mixte formée in situ, selon la revendication 1, caractérisée en ce que les connecteurs (4) sont pourvus, à leur extrémité inférieure, d'un prolongement (5) qui forme un pied le long duquel sont soudés (6) les dits connecteurs (4), sur le bord supérieur de l'âme (2) correspondante au profil métallique en "T" (1), les dits connecteurs (4) sont soudés à l'élément de suspension (7) par leur extrémité supérieure (6), ce qui permet d'augmenter la résistance à la force de découpe sur la tangente et la pente, et l'inclinaison des connecteurs (4) forme un angle de 45° par rapport à l'horizontal.
  5. Poutre composée plane de structure mixte formée in situ, selon la revendication 1, caractérisée en ce que l'élément de suspension (7) sur lequel sont soudées les extrémités des connecteurs supérieurs (4) est formé d'une barre nervurée ronde qui agit comme une structure de compression et comme une structure de support (16) pour les moments de flexion négative de la poutrelle semi-résistante (11).
  6. Poutre composée plane de structure mixte formée in situ, selon la revendication 1, caractérisée en ce que, sur les ailes horizontales inférieures (3) du profil métallique en "T" (1), sont disposées des barres nervurées rondes (8), soudées et qui agissent comme renfort contre la tension créée par les moments de flexion positive.
  7. Poutre composée plane de structure mixte formée in situ, selon la revendication 1, caractérisée en ce que, sous la couche de compression plane en béton (18), sont disposés, à intervalles réguliers, des nerfs transversaux en béton (20) munis de barres de structure rondes (21) destinés à éviter l'apparition de fissures ou de crevasses longitudinales sur les côtés inférieur et supérieur de la dalle en béton, nerfs complétés par une structure de barres nervurées rondes (21), un moyen de support (19) et l'application de béton sur toute la hauteur de la dalle en béton, les dits nerfs en béton (20) se caractérisant par leur disposition entre les briques creuses (14) pour fournir une plus grande résistance à la rigidité transversale de la dalle en béton afin de supporter la force de tension et de compression en alternance provoquée par les moments de couple et de flexion transversale de la dalle en béton.
EP97500036A 1996-02-15 1997-02-14 Structure de poutre mixte plane réalisée sur chantier pour la construction de dalles plates unidirectionnelles en béton Expired - Lifetime EP0790367B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
ES9600363 1996-02-15
ES009600363A ES2132002B1 (es) 1996-02-15 1996-02-15 Mejoras en sistemas de construccion de suelos de forjados planos unidireccionales.

Publications (2)

Publication Number Publication Date
EP0790367A1 EP0790367A1 (fr) 1997-08-20
EP0790367B1 true EP0790367B1 (fr) 2003-05-07

Family

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Family Applications (1)

Application Number Title Priority Date Filing Date
EP97500036A Expired - Lifetime EP0790367B1 (fr) 1996-02-15 1997-02-14 Structure de poutre mixte plane réalisée sur chantier pour la construction de dalles plates unidirectionnelles en béton

Country Status (6)

Country Link
EP (1) EP0790367B1 (fr)
AT (1) ATE239839T1 (fr)
DE (1) DE69721606T2 (fr)
DK (1) DK0790367T3 (fr)
ES (2) ES2132002B1 (fr)
PT (1) PT790367E (fr)

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20220049495A1 (en) * 2018-09-10 2022-02-17 Hcsl Pty Ltd Building panel

Family Cites Families (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US1158772A (en) * 1911-02-03 1915-11-02 Cottrell C B & Sons Co Tympan for box cutting and scoring machines.
GB191109026A (en) * 1911-04-11 1912-04-11 Richard Gasterstadt Improvements in Reinforced Concrete Flooring and the like.
US1380613A (en) * 1916-06-22 1921-06-07 Michael J Wall Concrete-reinforcement
FR614564A (fr) * 1926-04-15 1926-12-17 Perfectionnements dans les pièces d'armature pour la construction
CH179365A (de) * 1934-10-01 1935-09-15 Schleutermann Max Betonkonstruktion mit Eisentragbalken.
CH188249A (de) * 1936-03-19 1936-12-31 Schleutermann Max Betondecke.
US2379636A (en) * 1941-10-17 1945-07-03 Robertson Co H H Method of making reinforced concrete buildings
NL111389C (fr) * 1958-01-15
BE637136A (fr) * 1960-02-03
FR1276092A (fr) * 1960-10-03 1961-11-17 Poutres préfabriquées en métal et béton armé associés
BE673451A (fr) * 1965-03-26 1966-04-01
FR2065639A1 (fr) * 1969-09-01 1971-08-06 Davum

Also Published As

Publication number Publication date
ES2237216A1 (es) 2005-07-16
DE69721606T2 (de) 2004-02-19
EP0790367A1 (fr) 1997-08-20
ES2132002B1 (es) 2000-04-16
ES2237216B1 (es) 2006-06-01
PT790367E (pt) 2003-09-30
DE69721606D1 (de) 2003-06-12
ATE239839T1 (de) 2003-05-15
DK0790367T3 (da) 2003-09-01
ES2132002A1 (es) 1999-08-01

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