EP0408597A1 - Joints for space frames in steel structural work. - Google Patents
Joints for space frames in steel structural work.Info
- Publication number
- EP0408597A1 EP0408597A1 EP89903203A EP89903203A EP0408597A1 EP 0408597 A1 EP0408597 A1 EP 0408597A1 EP 89903203 A EP89903203 A EP 89903203A EP 89903203 A EP89903203 A EP 89903203A EP 0408597 A1 EP0408597 A1 EP 0408597A1
- Authority
- EP
- European Patent Office
- Prior art keywords
- joint
- pillar
- parts
- plates
- fact
- 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.)
- Granted
Links
- 229910000831 Steel Inorganic materials 0.000 title claims description 20
- 239000010959 steel Substances 0.000 title claims description 20
- 238000010276 construction Methods 0.000 claims abstract description 6
- 239000004567 concrete Substances 0.000 claims abstract description 4
- 230000002787 reinforcement Effects 0.000 claims description 9
- 238000005520 cutting process Methods 0.000 claims description 6
- 238000005452 bending Methods 0.000 claims description 4
- 230000005540 biological transmission Effects 0.000 claims description 4
- 238000000034 method Methods 0.000 claims description 4
- 230000035699 permeability Effects 0.000 claims description 4
- 238000005266 casting Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 241000736839 Chara Species 0.000 claims 1
- 238000009415 formwork Methods 0.000 abstract 1
- 239000011150 reinforced concrete Substances 0.000 abstract 1
- 238000003466 welding Methods 0.000 description 8
- 239000002184 metal Substances 0.000 description 6
- 230000008901 benefit Effects 0.000 description 5
- 238000004364 calculation method Methods 0.000 description 5
- 238000005096 rolling process Methods 0.000 description 5
- 238000004519 manufacturing process Methods 0.000 description 4
- 101100285518 Drosophila melanogaster how gene Proteins 0.000 description 2
- 230000009471 action Effects 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 2
- 239000002131 composite material Substances 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000003068 static effect Effects 0.000 description 2
- 244000228957 Ferula foetida Species 0.000 description 1
- 241000122469 Hypericum hypericoides Species 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000002860 competitive effect Effects 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 230000005489 elastic deformation Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000008092 positive effect Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000000750 progressive effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000009877 rendering Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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
- 1° - pendulous structures with set apart wind braces made either with reticular brackets, or with walls (or nucleus) of r.c; 2° - resistant frame structures connected with wind bracing elements of steel or of r.c; 3° _ structures with frames with ductile, rigid joints such as to allow the use of plastic hinges at the coupling between girders and columns.
- a third class namely the structures with frames with ductile rigid joints, full resistance diagonal bars, and soft metal braces, that is braces with blocking elastic-plastic springs to be placed in any place allowed by the architectonic project, but so as to be more or less near the braced frames; this in order to obtain: the most convenient and ductile structure with reference to the dynamic characteristics.
- the specialized technical literature deems that the framed schema is the most convenient one for anti - seismic structures, however this schema is not employed for steel constructions as it implies too many difficulties during the pro - duction and in the assembling phases.
- Table 1 shows the joint for girders and pillars interrupted in the joint.
- This joint is suitable for buildings with a limited number of floors in that the standard stress is transmitted from one pillar to the other one through a bolted connection limited by the available room.
- This joint canttherefore be used for small buildings and, as all the bars are interrupted at the joint and are therefore short and light, it is suitable for manual assembling.
- the metal mold which may have a square, circular, or octagonal section - A - can also represent the outside finish of the pillar and can be used as reinforcement for the pillar itself, while the metal cage of r.c. will have the task of connecting the lower and the upper pillar and that of reinforcing the blockage.
- the piercing (23) on the upper plate (20) is smaller, the tapering of the pillars can be easily carried out.
- the part of joint (a) is made of a lower plate (4) with the piercing (21) and of an upper plate (20) with the piercing (29), suitable to receive the bolted joint of the parts of the joint (b) and with the optional piercing (17) suitable to receive by means of a hinged joint, the connections (c) of the horizontal diagonals (22) and with the optional piercing (32) for the permeability of the installations.
- a central piercing (23) must be carried out for the introduction of the pillar.
- the anchorage of the part of joint (a) to the pillar (15) will be made in the workshop by means of welding and, in the case that the pillar is subject to rolling tolerances, it is possible to vary the positioning clearance and the width of the reinforcement plates (16) if any, at the pillar with the joint.
- the anchorage of the part of joint (a) with the pillar (11) will take place by means of the mix and of the additional rods which pass through the joint.
- the pillar (11) of r.c.. will be cast together with the upper scaffold which will be supported by the steel girders, by the supporting molds (8) and by the lower wind braces (24).
- the casting of the scaffold will be supported by the molds, if any, and by the prefabricated slabs.
- the connection of the part of the joint (a), with the bearing molds (8) is achieved with the bolted connection (12) through the plates (25) welded northogonally to the plates (4) and (20).
- the plates (25) and the molds (8) will delimit the section of the r.c. pillar (11).
- the plates (4) and (20), in order to form the part of the joint (a) are connected together by means of plates (5) with the optional piercing (32) for the permeability of the installations, and by means of the plates (26) which contain the piercing (31) for the transmission of the cutting stress from the girders to the pillar.
- the plates (4) and (20) it is convenient to reinforce the plates (4) and (20) with a further connection, in the inside part of the joint, so as to transform the torque, discharged into the joint, in a bending moment for the other bars which meet in the joint, without having to bend the plates (4) and (20).
- the plates (4) and (20) are not connected. They will be connected in the yard, with a bolted con ⁇ nection which will take place by means of two couples of profiles (19) angular or not, bearing a piercing (31) and welded on the plates (4) and (20).
- the assembling of the profiles (19) of the plates (4) and (20) in the yard will allow of the pressure flexion stress to pass from the upper pillar to the lower one; furthermore, as this bolted joint connects PC_7_T89/00016 /09315
- the upper plate (20) is smaller than the lower plate (4), this in order to allow the threefold, bolted connection of the part of the joint (b) with the pillars which will be assembled from the top.
- the joint In order to complete the part of the joint (a) on the symmetry axis of the girders meeting in the joint, on the plates (4) and (20) and at level with the future position of the pillar on its outside side, the joint will be equipped with the connections (6) and with the piercing (27) for the vertical wind braces. Said connections will be assembled on the joint, or supplied separately. If supplied separately, they may have a variable piercing and/or become further parts of the joint (a).
- the part of the joint (b) is made of three plates.
- the lower plate (2) with the piercing (21) and the upper plate (28) with the piercing (29) transmit the bending moment, induced by the girder, connected to the part of the joint (b) to the frame.
- the plates (2) and (28) will have an increased resistance as compared to the wings of the girder connected in order to resist to the larger moment at the fixed end, a length calculated in function of the possi ⁇ bility of welding the girder (1) to the part of the joint (b) and in function of the point where the plastic hinges must be made to face the increase of the stresses; a width in function of the bolted connection, and a thickness (taking into account also the thickness of the bar which reaches the joint) in function of the piercing upsetting which, in order to simplify the assembling operations, should be possi ⁇ bly carried out with few bolts, having a large diameter, in piercings that do not penetrateken the girders and which, for lack of room, could not be carried out on the
- the lower plate (2) will be shorter than the upper plate (28) so as to allow the bolted connection with the girders coming from the top.
- the plate (3) with the piercing (31) for the transmission of the cutting stress from the girder (1) to the part of the joint (a), is positioned along the axis of the bolted connection of the plate (2) and (28) until it meets the plate (30). It can also contain the optional piercing (32) for the permeability of the installments.
- the plate (30) is used as a measure for. the bars (1) and for transmitting the torque to the part of the joint (a).
- the joint with flanged fixing - the most used in the practice is considered the "most efficient one from a static point of view", as reported in the Italsider issue, reprinting 1979, "The connections in the steel structural work” - at page 58 has the disadvantage of piercing the column with the result of rendering it weak in the point of the maximum moment, namely at the point where instead a reinforcement is required.
- the joint in subject foresees a joint with reinforc ⁇ ed column welded in the workshop. It must be stressed that the re ⁇ inforcement of the standard steel profiles is convenient in that in
- each pillar belongs to two plane frames, positioned at right angle so that it is necessary to confer the pillar a good flexion resistance also in the weaker direction.
- This reinforcement must be such that , after the seismic forces have caused the yielding of the vertical di ⁇ agonals and therefore the shifting of the scaffolds with the result that the produced moments start to become significant, the plastic hing ⁇ s are formed at the end of the girders and not at the end of the pillar, because this would led to the collapse of the whole structure.
- the plast deformation of the vertical diagonals before, and of the girder ends afterwards, must dissipate the kinetic energy transmitted from the seismic event to the building, hindering it to collapse or, in the worst case, allowing the evacuation of the building before it collapses.
- connection bolts are placed at growing distances from the point where the tensile stress 9/09315
- the proposed joint instead allows non elastic deformation in the bolted joint with the ovalization of the piercings (plastic defor - mations in the connected plates) as well as the formation of actual plastic hinges.
- Andrew's cross shaped vertical frame work wind-brace joint we read: "The behaviour of the bolted joint is ruled by the slidings which however do not seem to be casual and which anyway have a posi ⁇ tive effect; in fact, they contribute significantly to render the joint ductile, with the result of improving the dynamic answer of the system” and: "The ductility of the structure of the bolted joint is in these conditions, not less than that of the entirely welded so ⁇ lution.”
- Speaking of the welded solution "However together with the relevant difficulties connected with the necessity of carrying out the welding in the yard, this solution shows less dissipation of energy, furthermore there is no significant Eontribution to the ductility of the joint and the answer to seismic actions appears less progressive as compared to the bolted joint.” And finally: "The test with bolts with larger diameter, M20, shows, in general, that an /09315
- the proposed joint helps to form plastic hinges; there where the passage between the girder profile and the joint takes place.
- the girder must be dimensioned for a moment which is almost equal to the center line moment and rather lower than the maximum fixed joint to which the same dimensioning of the girder with flanged joint is subject to a continuous charge of the stress
- an abrupt decrease of the resistance takes place.
- the' configuration of the joint foresees the lower and the upper pillar four girders orthogonal to each other,four or eight plane wind braces and eight vertical wind braces meet in it.
- the different angle of the tie sleepers can be carried out introducing them with a non different axis in respect of the part of the joint(b) and bending the plates (2) and (28) in correspondence of the plate (30). It is worthwhile to stress that the three wind braces are useful also when they are not required in the project, in that they are convenient for the assembling of the structure.
Landscapes
- 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)
Abstract
La présente invention se rapporte à trois types de joints pour poutres-piliers fixes ayant deux entretoises de contreventement horizontale et verticale (22, 24) qui peuvent être assemblées au moyen de boulons sur le chantier de construction pour: (1) des poutres (1) et des piliers (11) s'interrompant dans le joint; (2) un pilier (11) passant à travers le joint et des poutres interrompues; (3) un pilier en béton armé (11) avec coffrage portant l'échafaudage et l'acier-béton de poutre. Chaque type de joint se compose de deux parties caractéristiques (a) et (b) avec connexions à résistance pleine boulonnées. La ou les parties du joint (a) sont connectées à proximité du ou des piliers dans l'atelier et/ou peuvent être utilisées pour connecter un plus grand nombre de parties du joint (b), les parties des joints (b) étant soudées à proximité du joint.The present invention relates to three types of joints for fixed pillar beams having two horizontal and vertical bracing struts (22, 24) which can be bolted together at the construction site for: (1) beams (1) ) and pillars (11) interrupting in the joint; (2) a pillar (11) passing through the joint and interrupted beams; (3) a reinforced concrete pillar (11) with formwork supporting the scaffolding and steel-concrete beam. Each type of seal consists of two characteristic parts (a) and (b) with full strength bolted connections. The joint part (s) (a) are connected close to the pillar (s) in the workshop and / or can be used to connect a larger number of joint parts (b), with the joint parts (b) being welded near the joint.
Description
Claims
Applications Claiming Priority (3)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
IT8840410A IT1226774B (en) | 1988-03-23 | 1988-03-23 | KNOTS FOR SPACE FRAMES IN METAL CARPENTRY |
IT4041088 | 1988-03-23 | ||
PCT/IT1989/000016 WO1989009315A1 (en) | 1988-03-23 | 1989-03-09 | Joints for space frames in steel structural work |
Publications (2)
Publication Number | Publication Date |
---|---|
EP0408597A1 true EP0408597A1 (en) | 1991-01-23 |
EP0408597B1 EP0408597B1 (en) | 1995-01-04 |
Family
ID=11249209
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
EP89903203A Expired - Lifetime EP0408597B1 (en) | 1988-03-23 | 1989-03-09 | Joints for space frames in steel structural work |
Country Status (10)
Country | Link |
---|---|
EP (1) | EP0408597B1 (en) |
JP (1) | JPH0826585B2 (en) |
AT (1) | ATE116708T1 (en) |
AU (1) | AU628327B2 (en) |
BR (1) | BR8907334A (en) |
DE (1) | DE68920430D1 (en) |
IT (1) | IT1226774B (en) |
OA (1) | OA09262A (en) |
RU (1) | RU1838531C (en) |
WO (1) | WO1989009315A1 (en) |
Families Citing this family (6)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE29809254U1 (en) | 1998-05-27 | 1998-09-24 | Ippendorf & Co GmbH, 58452 Witten | Framework arrangement for buildings |
DE10136551A1 (en) * | 2001-07-27 | 2003-02-13 | Richter System Gmbh & Co Kg | Tension strut for buildings |
WO2006108932A1 (en) * | 2005-04-15 | 2006-10-19 | Home Building System Technologies | Prefabricated building and a framing therefor |
RU2687726C1 (en) * | 2018-01-23 | 2019-05-15 | Открытое акционерное общество "Научно-исследовательский, проектно-изыскательский институт "Ленметрогипротранс" | Unit for connection of column and floor slabs |
CN108331222A (en) * | 2018-02-12 | 2018-07-27 | 北京工业大学 | A kind of Z-type connection quadrate steel pipe column-stealth beam floor assembly system |
CN111206684B (en) * | 2020-01-20 | 2021-06-01 | 徐州工业职业技术学院 | Industrial assembled plate column steel structure system |
Family Cites Families (6)
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 (en) * | 1975-02-13 | 1979-05-10 | Alco Bauzubehoer Gmbh & Co, 3380 Goslar | Junction point connection for flat half-timbered structures |
FR2457349A1 (en) * | 1979-05-21 | 1980-12-19 | Pechiney Aluminium | Node fitting for structural frame - is sleeve which slides onto round hollow section column having flange and radial webs for fixing e.g. I beams |
US4409765A (en) * | 1980-06-24 | 1983-10-18 | Pall Avtar S | Earth-quake proof building construction |
JPH0723627B2 (en) * | 1986-02-07 | 1995-03-15 | ミサワホ−ム株式会社 | Joint structure of steel prism and H-shaped steel beam |
-
1988
- 1988-03-23 IT IT8840410A patent/IT1226774B/en active
-
1989
- 1989-03-09 EP EP89903203A patent/EP0408597B1/en not_active Expired - Lifetime
- 1989-03-09 BR BR898907334A patent/BR8907334A/en not_active Application Discontinuation
- 1989-03-09 AU AU33516/89A patent/AU628327B2/en not_active Ceased
- 1989-03-09 DE DE68920430T patent/DE68920430D1/en not_active Expired - Lifetime
- 1989-03-09 JP JP1503005A patent/JPH0826585B2/en not_active Expired - Lifetime
- 1989-03-09 AT AT89903203T patent/ATE116708T1/en not_active IP Right Cessation
- 1989-03-09 WO PCT/IT1989/000016 patent/WO1989009315A1/en active IP Right Grant
-
1990
- 1990-09-21 RU SU904831292A patent/RU1838531C/en active
- 1990-09-21 OA OA59859A patent/OA09262A/en unknown
Non-Patent Citations (1)
Title |
---|
See references of WO8909315A1 * |
Also Published As
Publication number | Publication date |
---|---|
BR8907334A (en) | 1991-03-19 |
AU3351689A (en) | 1989-10-16 |
ATE116708T1 (en) | 1995-01-15 |
AU628327B2 (en) | 1992-09-17 |
RU1838531C (en) | 1993-08-30 |
OA09262A (en) | 1992-08-31 |
EP0408597B1 (en) | 1995-01-04 |
IT1226774B (en) | 1991-02-07 |
IT8840410A0 (en) | 1988-03-23 |
JPH0826585B2 (en) | 1996-03-13 |
DE68920430D1 (en) | 1995-02-16 |
JPH03505354A (en) | 1991-11-21 |
WO1989009315A1 (en) | 1989-10-05 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
US8640419B2 (en) | Method of constructing prefabricated steel reinforced concrete (PSRC) column using angle steels and PSRC column using angle steels | |
JP2001525022A (en) | Composite column of steel and concrete | |
CN211548221U (en) | Assembled concrete shear force wall with H shaped steel bracing | |
JP2000170285A (en) | Connecting method for steel sheet concrete structural wall and junction structure | |
EP0408597A1 (en) | Joints for space frames in steel structural work. | |
CN211690817U (en) | Beam column connecting piece and beam column frame | |
KR102296982B1 (en) | Transfer Structure Construction Method Using U-shaped Steel Girder | |
CN106545115A (en) | Assembled steel Combined concrete superstructure and its construction method | |
KR101375382B1 (en) | Precast formless composite beam and manufacturing method thereof | |
CN111677259B (en) | High-rise Bailey truss cantilever construction method | |
CN211396107U (en) | Assembled shear force wall with steel sheet stud combination formula bracing | |
RU73891U1 (en) | PLATE REINFORCED CONCRETE DESIGN | |
KR100581224B1 (en) | X shape cantilever column capital | |
KR20210100384A (en) | Steel-concrete composite shearwall core structural system | |
JP3317057B2 (en) | Construction method of earthquake-resistant tube frame and frame structure of high-rise office building | |
KR102604117B1 (en) | Stress Reinforced Steel Composite Member | |
CN212802451U (en) | High-rise bailey truss structure of encorbelmenting | |
CN217150621U (en) | Embedded steel braced frame conversion post connection structure and beam column connected node | |
KR102634379B1 (en) | Prefabricated bracket assembly integrated with prefabricated column assembly for connecting PC beams | |
Wyllie | Analysis of the collapsed Armenian precast concrete frame buildings | |
JPH0881918A (en) | Pipe and construction method thereof | |
JP3830062B2 (en) | Seismic reinforcement method for reinforced concrete buildings | |
JP3519331B2 (en) | Joint structure between bundle columns and beams of seismic retrofit unit | |
JPS603844Y2 (en) | reinforced concrete structure | |
CN1391016A (en) | H-shaped pile frame-brickwork combined wall structure and its construction method |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
PUAI | Public reference made under article 153(3) epc to a published international application that has entered the european phase |
Free format text: ORIGINAL CODE: 0009012 |
|
17P | Request for examination filed |
Effective date: 19900918 |
|
AK | Designated contracting states |
Kind code of ref document: A1 Designated state(s): AT BE CH DE FR GB IT LI LU NL SE |
|
17Q | First examination report despatched |
Effective date: 19920610 |
|
GRAA | (expected) grant |
Free format text: ORIGINAL CODE: 0009210 |
|
AK | Designated contracting states |
Kind code of ref document: B1 Designated state(s): AT BE CH DE FR GB IT LI LU NL SE |
|
PG25 | Lapsed in a contracting state [announced via postgrant information from national office to epo] |
Ref country code: IT Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRE;WARNING: LAPSES OF ITALIAN PATENTS WITH EFFECTIVE DATE BEFORE 2007 MAY HAVE OCCURRED AT ANY TIME BEFORE 2007. THE CORRECT EFFECTIVE DATE MAY BE DIFFERENT FROM THE ONE RECORDED.SCRIBED TIME-LIMIT Effective date: 19950104 Ref country code: NL Effective date: 19950104 Ref country code: BE Effective date: 19950104 Ref country code: LI Effective date: 19950104 Ref country code: CH Effective date: 19950104 Ref country code: FR Effective date: 19950104 Ref country code: AT Effective date: 19950104 |
|
REF | Corresponds to: |
Ref document number: 116708 Country of ref document: AT Date of ref document: 19950115 Kind code of ref document: T |
|
REF | Corresponds to: |
Ref document number: 68920430 Country of ref document: DE Date of ref document: 19950216 |
|
PG25 | Lapsed in a contracting state [announced via postgrant information from national office to epo] |
Ref country code: LU Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES Effective date: 19950331 |
|
PG25 | Lapsed in a contracting state [announced via postgrant information from national office to epo] |
Ref country code: GB Effective date: 19950404 Ref country code: SE Effective date: 19950404 |
|
PG25 | Lapsed in a contracting state [announced via postgrant information from national office to epo] |
Ref country code: DE Effective date: 19950405 |
|
REG | Reference to a national code |
Ref country code: CH Ref legal event code: PL |
|
EN | Fr: translation not filed | ||
NLV1 | Nl: lapsed or annulled due to failure to fulfill the requirements of art. 29p and 29m of the patents act | ||
PLBE | No opposition filed within time limit |
Free format text: ORIGINAL CODE: 0009261 |
|
STAA | Information on the status of an ep patent application or granted ep patent |
Free format text: STATUS: NO OPPOSITION FILED WITHIN TIME LIMIT |
|
GBPC | Gb: european patent ceased through non-payment of renewal fee |
Effective date: 19950404 |
|
26N | No opposition filed |