EP1132534A2 - Träger-Stützenverbindung mit Momentwiderstand - Google Patents

Träger-Stützenverbindung mit Momentwiderstand Download PDF

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Publication number
EP1132534A2
EP1132534A2 EP01105947A EP01105947A EP1132534A2 EP 1132534 A2 EP1132534 A2 EP 1132534A2 EP 01105947 A EP01105947 A EP 01105947A EP 01105947 A EP01105947 A EP 01105947A EP 1132534 A2 EP1132534 A2 EP 1132534A2
Authority
EP
European Patent Office
Prior art keywords
tensioning
column
post
cast
building element
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.)
Withdrawn
Application number
EP01105947A
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English (en)
French (fr)
Other versions
EP1132534A3 (de
Inventor
Ersin Arioglu
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.)
Yapi Merkezi Prefabrikasyon AS
Original Assignee
Yapi Merkezi Prefabrikasyon AS
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 Yapi Merkezi Prefabrikasyon AS filed Critical Yapi Merkezi Prefabrikasyon AS
Publication of EP1132534A2 publication Critical patent/EP1132534A2/de
Publication of EP1132534A3 publication Critical patent/EP1132534A3/de
Withdrawn legal-status Critical Current

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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
    • 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
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21—Connections specially adapted therefor
    • E04B1/215—Connections specially adapted therefor comprising metallic plates or parts

Definitions

  • the invention concerns a post-tensioning moment-resisting beam to column connection method for connecting pre-cast concrete beam and column members that will exhibit reliable and sufficient strength under high seismic environmental factors.
  • the connection of the beam to the column is realized by employing post-tensioning after the pre-cast beam is positioned to lean against a face of the column, whereby a connection capable of transferring moment of flexion, shear force and axial loads is obtained which exhibits reliable and sufficient strength for resistance against seismic loads.
  • Pre-cast and pre-stressed concrete building elements have found widespread use in the field of construction engineering within the last 25 to 30 years.
  • pre-cast pre-stressed concrete building elements are being widely used both as the main frame of the buildings and as other architectural elements in the construction of wide variety of buildings such as industrial buildings, commercial buildings, high-rise housings, motels, schools, recreational buildings and bridges.
  • Pre-casting enables significant time savings in the construction time periods.
  • Properly programmed work schedule will enable carrying out a number of applications simultaneously. For example, concurrently while carrying out land survey, layout work, ground breaking and construction of the foundation, it is also possible to pre-cast the other superstructure members simultaneously at a different location. Furthermore, the erection of the pre-cast members does take much shorter period of time in comparison working with cast-in-place concrete.
  • the production of the superstructure members in a manufacturing plant facilitates a much better quality control and makes possible the achievement of higher standardization which in turn enables obtaining of a high quality of concrete with much higher resistance properties. This type of production besides having the time saving advantage, also increases productivity and therefore leads to cost savings in the materials used.
  • Pre-cast pre-stressed concrete element thus produced, shall be much lighter than the ordinary reinforced concrete required for the same span, and therefore, easier to manipulate and more economical to haul. Furthermore, pre-cast pre-stressed concrete has the added advantage over the ordinary reinforced concrete with respect to more controllable performance in terms of cracking and deflection. Though it is possible to produce the building elements as ordinary reinforced concrete instead of as pre-stressed elements, because of its clear advantages the pre-stressed concrete is preferred in practice practically in all cases over ordinary reinforced concrete where pre-casting is involved.
  • the major disadvantage relates to the comparative weakness which is exhibited in the connection of the building elements to each other.
  • the structural frame system formed of a number of pre-cast elements has to withstand a variety of stresses and movements imposed by forces and load factors such as gravity loads, repeated loads, creep and shrinkage forces, changes in the temperature and finally the intermittent lateral forces of the wind and earthquake. Accordingly, the connections of the pre-cast building elements should have the properties enabling them to withstand these stresses and movements.
  • connection types Since the behavior of a connection during cyclic loading can be different than for static loading and since that the behavior of the connections will influence the structural repose and the loads induced into the structure, present day studies have concerned themselves with various design principles of various connection types and thereof to the designing of connection types which incorporate the moment, shear force and normal force transmitting characteristics.
  • the main frame of a building is formed of vertical (column) and horizontal (beam) building elements. These building elements each of which are pre-cast separately at another location are connected to each other to form the main frame of the building.
  • Beam-column connections according to their load transfer characteristics can be classified as rigid, as semi-rigid, or as simply supported. Rigid connections are utilized in frame structures to provide resistance against vertical and lateral loads. And these connections are capable of transmitting shear, moment and axial loads.
  • connections are subjected to monotonic gravity loads and lateral loads.
  • the connections be of rigid type capable of transmitting shear, moment and lateral loads.
  • Dry connections are types of connections employed to connect vertical (column) and horizontal (beam) building elements into which steel elements such as profiles, bolts, extrusions, etc. are embedded during the pre-casting of the building elements.
  • the said steel elements are embedded into the appropriate places of the pre-cast members at spots where the building elements are to be connected together.
  • the connection is realized by generally welding or bolting a third element into the embedded steel articles.
  • the elements to be joined together are manufactured according to prescribed sizes and shapes, and cast-in-place concrete is not employed in the connection procedure.
  • the building elements to be joined by wet connection method are manufactured with a certain gap at the portion of the pre-cast building element where the connection will occur so that cast-in-place cement can be employed to realize the connection.
  • the reinforcement cage designed at the joint is filled with fresh cement.
  • connection method of this invention involve a mechanism which exhibits a good performance in the transfer of the moment load, shear forces and normal forces as well as the cyclic or alternating loads such as those earthquake induced.
  • Figure 1 is a front sectional view of the post-tensioning beam to column connection.
  • Figure 2 is a perspective view of the post-tensioning beam to column connection.
  • the invention concerns a method of connecting a pre-cast horizontal building element (beam) (3) to a pre-cast vertical building element (column) (2) by post-tensioning, after one end (4) of the said horizontal building element (beam) (3) leans laterally on one side face (5) of the said vertical building element (column), and as a result, of obtaining a connection (1) which is capable of transferring moment of flexion and shear force whereby the connection exhibits reliable and sufficient strength for resistance against seismic loads.
  • post-tensioning the beam (3) to the column (2) is realized by the tensioning and locking of the post-tensioning tendons (8) which are fed in the tendon sleeves (7) that are embedded in the vertical building element (column) (2) running parallel with the axis of the longitudinal direction of the horizontal element (beam) (3).
  • Post-tensioning is realized by tensioning the post-tensioning tendons (8) running inside the tendon sleeves (7) and locking the ends of the tendons (post-tensioning) at the anchorage pockets.
  • the beam or the beams (3) when connecting the beam (3) to the column (2), the beam or the beams (3) may be placed at one side only or at both sides respectively of the vertical building element (column)(2). And accordingly the post-tensioning of the tendon is employed at one end of the tendon or at both ends.
  • the building elements are pre-cast in the predetermined dimensions as required by their final use.
  • the number of the post-tensioning tendons (8) and their position in the cross section of the beam are determined according to the static calculations of the static magnitudes to be transmitted.
  • Both the tendon sleeves (8) which are suitable sized with the diameter of the tendon (8) and the post-tensioning anchorage heads are cast into the building element (beam) during the casting of the pre-cast element.
  • the tendons are positioned by taking into consideration that during an earthquake the tensioning will occur at the top and the bottom regions of the beam due to characteristics of the seismic loads.

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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)
EP01105947A 2000-03-09 2001-03-09 Träger-Stützenverbindung mit Momentwiderstand Withdrawn EP1132534A3 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
TR200000700 2000-03-09
TR200000700 2000-03-09

Publications (2)

Publication Number Publication Date
EP1132534A2 true EP1132534A2 (de) 2001-09-12
EP1132534A3 EP1132534A3 (de) 2001-10-24

Family

ID=21622394

Family Applications (1)

Application Number Title Priority Date Filing Date
EP01105947A Withdrawn EP1132534A3 (de) 2000-03-09 2001-03-09 Träger-Stützenverbindung mit Momentwiderstand

Country Status (1)

Country Link
EP (1) EP1132534A3 (de)

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1405961A1 (de) * 2002-10-05 2004-04-07 Dywidag-Systems International GmbH Stahl-Verbund-Konstruktion für Geschossdecken
RU2611134C1 (ru) * 2015-10-13 2017-02-21 Акционерное общество "Центральный научно-исследовательский и проектно-экспериментальный институт промышленных зданий и сооружений - ЦНИИПромзданий", (АО "ЦНИИПромзданий") Рамный стык сборного железобетонного каркаса здания
CN109797848A (zh) * 2018-10-30 2019-05-24 中国建筑股份有限公司 带附加筋的梁柱节点及其施工方法
CN110952657A (zh) * 2020-02-17 2020-04-03 南京工程学院 装配式钢筋混凝土框架的梁柱节点连接装置
JP2021085247A (ja) * 2019-11-28 2021-06-03 三井住友建設株式会社 架構構造及びこれを備えた建物
CN114960934A (zh) * 2022-05-24 2022-08-30 中铁上海设计院集团有限公司 一种增强转换梁抗剪承载力的方法

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1436849A (en) * 1972-07-26 1976-05-26 Penta Ocean Construction Method of making a rigid joint for constructing precast reinforced concrete and prestressed concrete structures
FR2438719A1 (fr) * 1978-10-10 1980-05-09 Klein Bernard Liaison en tete de poteaux
JPH07207757A (ja) * 1994-01-14 1995-08-08 Taisei Corp 柱とＰＣａ梁との接合構造及び接合方法

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1436849A (en) * 1972-07-26 1976-05-26 Penta Ocean Construction Method of making a rigid joint for constructing precast reinforced concrete and prestressed concrete structures
FR2438719A1 (fr) * 1978-10-10 1980-05-09 Klein Bernard Liaison en tete de poteaux
JPH07207757A (ja) * 1994-01-14 1995-08-08 Taisei Corp 柱とＰＣａ梁との接合構造及び接合方法

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1405961A1 (de) * 2002-10-05 2004-04-07 Dywidag-Systems International GmbH Stahl-Verbund-Konstruktion für Geschossdecken
RU2611134C1 (ru) * 2015-10-13 2017-02-21 Акционерное общество "Центральный научно-исследовательский и проектно-экспериментальный институт промышленных зданий и сооружений - ЦНИИПромзданий", (АО "ЦНИИПромзданий") Рамный стык сборного железобетонного каркаса здания
CN109797848A (zh) * 2018-10-30 2019-05-24 中国建筑股份有限公司 带附加筋的梁柱节点及其施工方法
JP2021085247A (ja) * 2019-11-28 2021-06-03 三井住友建設株式会社 架構構造及びこれを備えた建物
CN110952657A (zh) * 2020-02-17 2020-04-03 南京工程学院 装配式钢筋混凝土框架的梁柱节点连接装置
CN114960934A (zh) * 2022-05-24 2022-08-30 中铁上海设计院集团有限公司 一种增强转换梁抗剪承载力的方法
CN114960934B (zh) * 2022-05-24 2023-05-26 中铁上海设计院集团有限公司 一种增强转换梁抗剪承载力的方法

Also Published As

Publication number Publication date
EP1132534A3 (de) 2001-10-24

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