EP0408597B1 - Joints pour structures porteuses a trois dimensions utilisees dans des ouvrages de charpente en acier - Google Patents

Joints pour structures porteuses a trois dimensions utilisees dans des ouvrages de charpente en acier Download PDF

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Publication number
EP0408597B1
EP0408597B1 EP89903203A EP89903203A EP0408597B1 EP 0408597 B1 EP0408597 B1 EP 0408597B1 EP 89903203 A EP89903203 A EP 89903203A EP 89903203 A EP89903203 A EP 89903203A EP 0408597 B1 EP0408597 B1 EP 0408597B1
Authority
EP
European Patent Office
Prior art keywords
joint
plates
pillar
girder
girders
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.)
Expired - Lifetime
Application number
EP89903203A
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German (de)
English (en)
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EP0408597A1 (fr
Inventor
Biagio Carannante
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
METALMECCANICA CARANNANTE SpA
Original Assignee
METALMECCANICA CARANNANTE SpA
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Filing date
Publication date
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Publication of EP0408597A1 publication Critical patent/EP0408597A1/fr
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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • 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
    • E04B5/43—Floor structures of extraordinary design; Features relating to the elastic stability; Floor structures specially designed for resting on columns only, e.g. mushroom floors
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2415—Brackets, gussets, joining plates
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2448—Connections between open section profiles
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2454—Connections between open and closed section profiles
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B2001/2466—Details of the elongated load-supporting parts
    • E04B2001/2472—Elongated load-supporting part formed from a number of parallel profiles
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B2001/2496—Shear bracing therefor

Definitions

  • the present invention relates to structural elements for building constructions, and particularly to joints for lattice metallic frames formed from pillars and girders, optionally stiffened by diagonal braces.
  • these latter structes can be further reinforced by full resistance diagonal bars and soft reinforcing braces, so as to further enhance overall ductility and economy in assembly.
  • Hinged structures with braces of steel or reinforced concrete are known to be more economical and simple to effect than structures with rigid joints.
  • the welded joints or high strength bolted connections of rigid structures have to be carried in the yard with evident low productivity.
  • the bolted connections involve piercing the pillars, which are the most critical components of the structure, in positions proximate to the maximum concentration point of bending moment, thus resulting in weakening of the structure.
  • FR-A-2 457 349 discloses a modular joint comprising a unitary cylindrical body adapted to receive vertical columns and having a peripheral radial extension formed at one end thereof to interconnect the columns with horizontal girders.
  • the cylindrical body is directly attached to columns and girders by bolts inserted in holes formed in the walls of the same, which are therefore weakened at the most critical area. Further, in this prior joint transmission of moment is rather poor as the girders are substantially hinged to each cylindrical body by bolted connections.
  • These modular bodies are unitary formed by a casting process, which are known to be expensive techniques and involve critical non destructive testing to screen acceptable quality.
  • FR-A-2 226 516 described a joint for structural frames according to the preamble of claim 1.
  • Another object of the present invention is to provide a joint preventing weakening of critical components of the structures.
  • joint for structural frames for connecting girders to a pillar comprising a first part or member which is connectable to a pillar and by hinged connection to horizontal and vertical braces eventually provided in the frames; at least one second part or member connectable to a respective girder; said first and at least one second members being provided with holes and corresponding bolts, in order to mutually couple them by a full resistance welded connection upon final assembly of the structural frames; said first and at least one second members being connectable respectively at the pillar and at the girders with a variable predetermined inclination each other, said joint being, characterized in that said second member is made up of four plates, and particularly two substantially horizontal longitudinal plates for transmitting the bending moments, a vertical longitudinal plate for transmitting the shear stresses and a transverse vertical plate for transmitting the torque; said plates being connectable by said bolts and piercings connections to said first member; and said second member having a structural strength higher than the structural strength of the girder connected to it.
  • the advantages offered by the invention are mainly that the proposed joint provided full transmission of stresses to the pillars while permitting local formation of plastic hinges during earth-quakes.
  • Another advantage of the proposed joint is that it make it possible a bolted assembly of the frames in the girders and starting from the top.
  • the lattice framed structure incorporating the joint in accordance with the invention is generally formed from superimposed substantially vertical pillars 11, 15 connected to substantially horizontal girders 1 preferably made of steel.
  • a first embodiment of joint for girders and interrupted pillars This type of joint is suitable for buildings with a limited number of floors in which mechanical stress as are transmitted from one pillar to the other through bolted connection having reduced bulkiness due to the limited available space.
  • This type of joint is therefore adapted for use in construction of small buildings and, as all the braces are interrupted at the joint and have reduced dimensions and weight, it is suitable for manual assembling.
  • Fig. 5 to 7 there is illustrated a second type of joint in accordance with the invention and specifically adapted for connecting monolithic pillars to interrupted girders.
  • joints can be positioned around the pillar which is for example 12 meter long, they can further be adjusted at the desired level preferably in alignement with the axis of the pillar. In case of use of bent scaffolds, these may be attached to the joint by means of preliminarly weldings effected in a workshop. This kind of joint is suitable for any type of structure including multi-floored buildings.
  • a third embodiment of joint adapted for use with reinforced concrete pillars and metal girders which collaborate with the concrete as well as with the additional bars, once the concrete has hardened. If the metallic formwork of the pillars have been calculated as bars in a casting supporting frame, the r.c. of the pillar can be considered as part of the joint.
  • This kind of joint is highly effective in steel frames for r.c. constructions in large and multi-floored buildings.
  • member A is adapted to be secured to the pillar 11, 15 while member B is adapted to be connected to a respective girder 1.
  • the member A consists of a pair of superimposed anchor plates, respectively a lower plate 4 provided with piercings 21, and an upper plate 20 provided with holes 29.
  • Corresponding holes 21′ and 29′ are effected on the member B in such a manner to provide a full strength connection using bolts of relatively large diameter which induce no weakening in the corresponding attachement portions.
  • Optional hole 17 may be formed on plates 4, 20 to receive hinged connections to horizontal diagonals 22.
  • Members A and B may have apertures 32 for the passage of building installations.
  • the upper and lower anchor plates 4, 20 have central openings 23 axially aligned for the insertion of the pillar.
  • Anchorage of the component parts of member A to the pillar 15 will be made in the workshop by means of welding process or the like. In case that the pillars exhibit significant rolling tolerances, it is possible to vary the positioning clearance and the width of suitable coupling plates 16.
  • member A will be embedded in the composite structure of the pillar 11.
  • the pillar 11 of r.c. will be cast unitarily with the upper scaffold, which will be supported by either steel girders 1, prefabricated slabs, not illustrated in the drawings, supporting formwork 8 and optionally by the lower diagonal braces 24.
  • the formwork 8 may be bolted at 12 to plates 25 which are vertically welded to plates 4 and 20. Bu this arrangement, the plates 25 and the molds 8 will delimit the section of the r.c. pillar 11 defining a not dismantlable forming box.
  • the anchor plates 4 and 20 are maintained in substantially parallel, spaced relation and are rigidly joined to each other by means of spacing plates 5, having top and bottom ends welded to the anchor plates to form a unitary structure.
  • spacing plates 5 may have apertures 32 for the passage of the installations, and may be connected to member B by means of interlocking plates 26 having piercings 31 for transmitting shear stress between girders and pillar.
  • the anchor plates 4 and 20 may be further rigidified to avoid bending thereofby additional reinforcing parts not shown in the drawings, disposed centrally and adapted to resist torque moment, partially transforming it into bending moment transmitted to diagonal braces intersecting the joint.
  • the anchor plates 4 and 20 are not welded to each other in a workshop before assembly of the frame, but they will be attached in the yard by means of bolted connnections.
  • the anchor plates 4, 20 are spaced apart by means of two couples of spacing elements 19 consisting of angled or similar cross sectioned profiles, which are welded at one end to plates 4 and 20 and are provided with holes 31.
  • Attachment of the two spacing elements 19 is made during assembly of the frame in the yard will allow transmission of flexural pression from the upper portion of the pillar to the lower one. Further, as this bolted joint connects also the plate 3 pertaining to the joint B, it allows also transmission of the shear stress from the girder 4 to the pillar 15.
  • the upper plate 20 is advantageously smaller than the lower plate 4 in the sense that the former has a smaller radial extension than the latter, in order to allow the positioning of girder relative to the pillar from above.
  • the member A may be equipped with upper and lower connecting fins 6 and with peripheral holes 27 for hingedly connecting vertical braces to the joint. These additional hinged means will be welded to the joint or supplied separately for subsequent welding, in which case they may be suitably adjusted.
  • the member B is generally formed from a plurality of stress transmitting plates, preferably four plates, adapted to be attached by welding or similar process to the ends of each girder 1.
  • the first pair of these plates are substantially parallel and vertically spaced plates 2, 28 and are attacheable to the upper and lower wings of the associated girder and are provided respectively with hole 21′ and 29′.
  • the plates 2 and 28 are so sized to have: an increased resistance in comparison with the wings of the girder connected thereto in order to resist the larger moment at the fixed joind; a suitable length to permit welding of the girder 1 to the parts of member B; a width allowing positioning of the bolted connections 21′, 29′; and a thickness sized to provide a full strength connection, also taking into account the strength of the braces connected to the joint.
  • the bolted connections make use of few bolts, having a large diameter, thus avoiding weakening effect on the girders. These holes of relatively large diameter could not be carried out during assembly the girder, due to lack of room in the joint, and therefore it is evident the advantage of being carried out in a workshop before assembly.
  • the member B comprises a third plate 3 with the hole 31 adapted to transmit the shearing stress from the girder 1 to the part of the member A.
  • the plate 3 is welded to the web of the girder along the axis of the bolted connection of the plate 2 and 28 and can further include the optional hole 32 for the passage of the building installations.
  • a fourth plate 30 is connected to plates 2 and 28 for transmitting to the member A the torque induced by the girder 1.
  • a further advantage is that any structure can be designed, calculated and built in a very limited time, and can also be computer programmed.
  • the construction method using the present joints is independent from the rolling tolerances in so far as the it is possible to make use of suitable adapters and spacers at the connection points.
  • the desired accuracy of assembly can be ensured by the prefabricated bolted connection, carried out by specialized workers and by the alignment of the joints.
  • braces for the latticeworks they cannot have necessarily the maximum size but it is also possible to use all other small sections simply adapting them to the joint. If the parts of member A are to be connected to a limited number of braces, the part of joint which is not necessary can be easily cut away.
  • the proposed structure of joint allows dissipation of seismic energy due to non elastic deformation in the bolted connections caused by ovality of the holes in member A and B as well as by plastic deformation of the girder in correspondence of the connection thereof to the member B.
  • the behaviour of the bolted joints depends on sliding involving the connected parts, which effect is known to be not completely random and has a positive effect on strength.
  • the ductility of a structure incorporating bolted joint is at least equal to that of an entirely welded structure
  • the proposed joints provide a formation of plastic hinges, specifically where the passage between the cross section ot the girder profile and of the joint takes place.
  • the girder must be dimensioned to resist a moment which is almost equal to the center line moment but lower than the maximum fixed joint to which the same dimensioning of the girder with flanged joint is subject, and abrupt decrease of the cross section is made.
  • the proposed joint makes it possible to assemble the pillar from the top.
  • the pillar is lowered by a crane and guided into its site so that it is positioned automatically and cannot fall down because it leans against the joint and the member B of the joint cannot shift horizontally.
  • the different angle of the tie sleepers can be obtained by introducing them with substantially aligned with the plates 2, 28 of the member B and bending these plates in correspondence of the plate 30.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Rod-Shaped Construction Members (AREA)
  • Toys (AREA)

Claims (7)

  1. Joint pour joindre des poutrelles à un pilier, comprenant:
       une premiere portion ou membre (A), qui est apte à être joint à un pilier et, par un assemblage articulé, à des brides horizontales et verticaux éventuellement prevus dans les chassis;
       au moins une deuxieme partie ou membre (B) qui est apte à être joint à une poutrelle respective;
       ledit premier (A) et au moins un deuxième membre (B) étant munis des trous et des boulon respectifs, afin de les joindre mutuellement par une jonction à soudure à resistence totale pendant l'assemblage finale des chassis de structure;
       ledit premier (A) et au moins un deuxième membre (B) étant aptes à être joints respectivement au pilier et à les poutrelles avec une inclination variable et prédéterminée entre eux;
       ce joint étant caractérisé en ce que ledit deuxième membre (B) est réalisé de quatre plaques (2, 3, 28 et 30) et particuliérement de deux plaques substantiellement horizontales (2, 28) pour transmettre les moments de flexion, une plaque longitudinale verticale (3) pour transmettre les efforts de eisaillement et une plaque transversale verticale (30) pour transmettre le couple, lesdites plaques étant aptes à être assemblées par lesdits jonctions à boulon et trous audit premier membre (A) et ledit deuxième membre (B) ayant une résistance de structure supérieure à la resistance de structure de la poutrelle jointe à ce membre.
  2. Joint selon la revendication 1, caractérisé en ce que lesdites jonctions boulonnées (21, 29, 31) sont indépendantes entre eux.
  3. Joint selon une des revendications précédantes, caractérisé en ce que ledit deuxième membre (B) a une section variable au point d'assemblage avec ladite poutrelle, ladite variation étant brusque pour permettre la réalisation des charnières plastiques en ce point.
  4. Joint selon la revendication 1, caractérisé en ce que le premier membre (A) reçoit un ou plusieurs deuxièmes membres (B) et est muni des jonctions supérieures et inférieures (21, 29, 31), ledit premier membre (A) ayant une résistance supérieure par comparaison audit membre (B).
  5. Joint selon la revendication 4, caractérisé en ce que ledit premier membre (A) est muni d'un trou central (23) pour laiser passer le pilier, en ce qu'il comprend de plaques (5, 26) pour la transmission des efforts de cisaillement à autres plaques (4, 20), afin de réaliser une seule structure et en ce que une (20) des plaques est plus petite de l'autre (4).
  6. Joint selon la revendication 5, caractérisé en ce que ledit premier membre (A) comprend de plaques (25) munies d'un trou (12) et placées sur lesdites plaques (4, 20) pour joindre par boulons le premier membre (A) et que lesdites plaques (25) supportent le coffrage (8).
  7. Joint selon la revendication 4, caractérisé en ce que ledit premier membre (A) est réalisé de deux portions séparées, assemblees entre elles par des jonctions boulonnées (31, 21, 29) et par ledit au moin un deuxiéme membre (B), lesdites plaques (4, 20) et lesdites plaques (2, 28) du deuxième membre étant munies des deux profiles (19) ayants de trous correspondants audit trou (31) de façon à obtenir un espace intermédiaire.
EP89903203A 1988-03-23 1989-03-09 Joints pour structures porteuses a trois dimensions utilisees dans des ouvrages de charpente en acier Expired - Lifetime EP0408597B1 (fr)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
IT8840410A IT1226774B (it) 1988-03-23 1988-03-23 Nodi per telai spaziali in carpenteria metallica
IT4041088 1988-03-23
PCT/IT1989/000016 WO1989009315A1 (fr) 1988-03-23 1989-03-09 Joints pour structures porteuses a trois dimensions utilisees dans des ouvrages de charpente en acier

Publications (2)

Publication Number Publication Date
EP0408597A1 EP0408597A1 (fr) 1991-01-23
EP0408597B1 true EP0408597B1 (fr) 1995-01-04

Family

ID=11249209

Family Applications (1)

Application Number Title Priority Date Filing Date
EP89903203A Expired - Lifetime EP0408597B1 (fr) 1988-03-23 1989-03-09 Joints pour structures porteuses a trois dimensions utilisees dans des ouvrages de charpente en acier

Country Status (10)

Country Link
EP (1) EP0408597B1 (fr)
JP (1) JPH0826585B2 (fr)
AT (1) ATE116708T1 (fr)
AU (1) AU628327B2 (fr)
BR (1) BR8907334A (fr)
DE (1) DE68920430D1 (fr)
IT (1) IT1226774B (fr)
OA (1) OA09262A (fr)
RU (1) RU1838531C (fr)
WO (1) WO1989009315A1 (fr)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108331222A (zh) * 2018-02-12 2018-07-27 北京工业大学 一种z型连接方钢管柱-隐形梁楼板装配体系
CN111206684A (zh) * 2020-01-20 2020-05-29 徐州工业职业技术学院 一种工业化装配式板柱钢结构体系

Families Citing this family (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE29809254U1 (de) 1998-05-27 1998-09-24 Ippendorf & Co GmbH, 58452 Witten Rahmenanordnung für Bauwerke
DE10136551A1 (de) * 2001-07-27 2003-02-13 Richter System Gmbh & Co Kg Zugstrebe für Gebäude
WO2006108932A1 (fr) * 2005-04-15 2006-10-19 Home Building System Technologies Batiment prefabrique et ossature pour un tel batiment
RU2687726C1 (ru) * 2018-01-23 2019-05-15 Открытое акционерное общество "Научно-исследовательский, проектно-изыскательский институт "Ленметрогипротранс" Узел соединения колонны и плиты перекрытия

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3058264A (en) * 1958-01-30 1962-10-16 Varlonga Giovanni Supporting structure for buildings
FR2226516A1 (en) * 1973-04-20 1974-11-15 Canavese Gerard Metal frame assembly - has main frame attached to sleeve like units on central vert. post
DE2506008C3 (de) * 1975-02-13 1979-05-10 Alco Bauzubehoer Gmbh & Co, 3380 Goslar Knotenpunktverbindung für flächige Fachwerkkonstruktionen
FR2457349A1 (fr) * 1979-05-21 1980-12-19 Pechiney Aluminium Charpente modulaire
US4409765A (en) * 1980-06-24 1983-10-18 Pall Avtar S Earth-quake proof building construction
JPH0723627B2 (ja) * 1986-02-07 1995-03-15 ミサワホ−ム株式会社 鋼製角柱とｈ型鋼梁の接合構造

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108331222A (zh) * 2018-02-12 2018-07-27 北京工业大学 一种z型连接方钢管柱-隐形梁楼板装配体系
CN111206684A (zh) * 2020-01-20 2020-05-29 徐州工业职业技术学院 一种工业化装配式板柱钢结构体系
CN111206684B (zh) * 2020-01-20 2021-06-01 徐州工业职业技术学院 一种工业化装配式板柱钢结构体系

Also Published As

Publication number Publication date
IT1226774B (it) 1991-02-07
JPH03505354A (ja) 1991-11-21
EP0408597A1 (fr) 1991-01-23
OA09262A (en) 1992-08-31
JPH0826585B2 (ja) 1996-03-13
DE68920430D1 (de) 1995-02-16
ATE116708T1 (de) 1995-01-15
IT8840410A0 (it) 1988-03-23
AU3351689A (en) 1989-10-16
BR8907334A (pt) 1991-03-19
RU1838531C (ru) 1993-08-30
AU628327B2 (en) 1992-09-17
WO1989009315A1 (fr) 1989-10-05

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