EP2339082A1 - Verbindungssystem zwischen zwei Säulen und einer Decke und Aufbauverfahren hierfür - Google Patents

Verbindungssystem zwischen zwei Säulen und einer Decke und Aufbauverfahren hierfür Download PDF

Info

Publication number
EP2339082A1
EP2339082A1 EP09180602A EP09180602A EP2339082A1 EP 2339082 A1 EP2339082 A1 EP 2339082A1 EP 09180602 A EP09180602 A EP 09180602A EP 09180602 A EP09180602 A EP 09180602A EP 2339082 A1 EP2339082 A1 EP 2339082A1
Authority
EP
European Patent Office
Prior art keywords
slab
column
concrete slab
interface adaptor
assembling
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Withdrawn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
EP09180602A
Other languages
English (en)
French (fr)
Inventor
Roberto Guidotti
Aurelio Muttoni
Miguel Fernandez Ruiz
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.)
Ecole Polytechnique Federale de Lausanne EPFL
Original Assignee
Ecole Polytechnique Federale de Lausanne EPFL
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 Ecole Polytechnique Federale de Lausanne EPFL filed Critical Ecole Polytechnique Federale de Lausanne EPFL
Priority to EP09180602A priority Critical patent/EP2339082A1/de
Publication of EP2339082A1 publication Critical patent/EP2339082A1/de
Withdrawn legal-status Critical Current

Links

Images

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
    • E04B1/20—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
    • 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

Definitions

  • the present invention relates to a concrete slab assembling system and a method for assembling a concrete slab between a supporting column and a supported column.
  • Flat slabs are commonly used in reinforced concrete construction for buildings and parking garages. They consist in a reinforced or pre-stressed concrete deck with a flat soffit supported by columns and potentially by walls.
  • the strength of flat slabs is typically governed by its punching shear strength around columns. In these regions, large shear stresses develop and the column may potentially punch through the slab with development of a conical surface, as shown in Figure 1 . Punching of a flat slab is a highly undesirable failure mode since it is brittle and failure occurs without warning signs (limited crack widths and deflections).
  • DE 201 20 678 U1 deals with precast columns with a special head in the top end of the bottom column. This detail allows supporting the upper column thanks to a thin layer of mortar. Lateral surface of the head is rough in order to provide the necessary shear-carrying capacity. Rebar couplers are also available to provide continuity for the flexural reinforcement of the slab.
  • EP 1 749 949 A2 differs from the previous one in the way flexural reinforcement passes through the column (with horizontal openings).
  • EP 1 426 508 A2 deals with joints of precast members. As an application, column-slab joints are considered, with shear forces being carried as previously by rough lateral surfaces.
  • WO 2005/098160 A1 also proposes to link the upper and lower columns but discloses a high-performance concrete member instead of a set of bars crossing through the slab.
  • a general aim of the invention is to provide a system and/or a method for improving the punching shear strength of a concrete slab provided between two columns.
  • a further aim of the invention is to provide improved interface allowing punching shear strength improvements.
  • Still another aim of the invention is to provide a concrete slab-assembling configuration allowing achieving punching shear strength improvements.
  • the reduced contacting surface between the supported column bottom end and the slab top portion provides an increase of the punching shear strength of the concrete slab.
  • the invention takes advantage of axial forces in the columns.
  • the applicant came to the very surprising and unexpected conclusion that once the compressive strength of the flat slab has been exceeded in the support region, the punching shear strength and deformation capacity of flat slabs may significantly be increased.
  • Such increase in the punching shear strength is more important as the compressive stress applied by the columns increases.
  • Such an interface adaptor provides a load transfer from the supported column to the slab (and thus to the supporting column) concentrated in a load-transfer surface substantially smaller than in cases for which load transfer is materialized with a direct contact between the column and the slab, or for which a footplate of similar diameter than the reference diameter is used.
  • the reference diameter is preferably the supported column diameter in the contacting zone with the concrete slab.
  • the interface adaptor is substantially disk-shaped.
  • the interface adaptor is provided with a dowel, for cooperation with a blind hole provided in the slab top portion.
  • the interface adaptor is provided with an elongated body having a narrowing portion forming an extremity of said adaptor and being adapted for insertion into a corresponding bore hole provided into the slab top portion. Lateral stress is strongly increased by using an elongated shaped increasing lateral dilatancy as upper column penetrates in the slab.
  • the elongated body preferably further comprises a cylindrical portion and said narrowing portion is co-axial to said cylindrical portion.
  • the narrowing portion may be substantially conical, or substantially dome-shaped, or with another profile.
  • the interface adaptor is advantageously provided with a cylindrical portion with a substantially flat end portion for cooperation with supported-column bottom end surface.
  • the invention also provides a method for assembling a concrete slab between a supporting column and a supported column, comprising:
  • the supported column diameter of interface adaptor is at least 10 % smaller than the supported column bottom end diameter and most preferably between 10 % to 80 % smaller than the supported column bottom end diameter.
  • a step consisting in providing mortar on the slab supporting portion is added.
  • the method further comprises a step consisting in placing a filler layer at the immediate vicinity of said interface adaptor using a filler layer material having a modulus of elasticity substantially lower than the material of said adaptor (modulus of elasticity is at least 50 % lower, and most preferably 95 % or even lower).
  • the filler layer is crown-shaped, with the interface adaptor substantially centrally placed within said filler layer.
  • FIGS 2a and 2b illustrate a concrete slab construction of the prior art.
  • the concrete slab 1 is placed between a supporting column 2 and a supported column 3.
  • the supporting column 2 is provided with a top head 5 placed between the slab and the column.
  • the top head 5 may be provided with a dowel 7, adapted for insertion in the bottom portion of the slab.
  • the supported column 3 is provided with a footplate 6 placed between the slab 1 and the column 3.
  • Such footplate 6 may be provided with a dowel 7, adapted for insertion in the upper portion of the slab 1.
  • the top head 5 and the footplate 6 dimensions and profiles are in correspondence with those of their respective columns.
  • Mortar 8 may be provided between the slab and the supported column. As previous mentioned, such an arrangement does not offer an optimized protection against punching shear
  • the slab and columns arrangement is configured in order to increase of compressive stress at the interface between the upper column and the slab support region (in order to exceed the uniaxial compressive strength of concrete).
  • the slab and columns arrangement involves a specifically designed interface adaptor to increase lateral dilatancy as upper column 3 penetrates in the slab 1.
  • Figure 3 illustrates an example of the first embodiment of the invention.
  • the contact surface is reduced. This is achieved with the use of an interface adaptor 10 provided between the supported column 3 lower end and the top portion of the slab 1.
  • a footplate 6 forms the upper column 3 lower end portion, and the interface adaptor 10 is placed adjacent said footplate 6.
  • the interface adaptor 10 is preferably made with a material having a substantially high strength and modulus of elasticity, such as for instance steel, ceramic, high or ultra-high performance concrete.
  • the interface adaptor 10 is configured in order to have a size smaller than the supported column 3 cross-section.
  • the interface adaptor may be configured with various profile types depending on the applications, the involved loads, the materials, etc.
  • a disk-shaped interface adaptor is provided.
  • the load is transferred to the concrete slab 1 via the disk lower flat face.
  • a filler layer 11 may be provided.
  • the filler layer 11 surrounds the disk-shaped interface adaptor 1.
  • the filler layer material has a substantially lower modulus of elasticity than the interface adaptor. For instance, soft materials such as plaster, neoprene, foams, etc, may be used.
  • a dowel 7 may be provided on the interface adaptor 10, on its opposed face with respect to the supported column 3.
  • a mortar layer 8 may be added between the concrete slab surface and the interface adaptor, for easier and better placement of the supported column 3.
  • the dimensions of the interface adaptor are a function of the required increase on the punching shear strength and of the available axial forces in the columns.
  • the thickness of the interface adaptor 10 and of the filler layer 11 is a function of the displacements that the column has to accommodate (typical values of the thickness of the filler layer are between 5 to 30 mm).
  • Figures 4 to 7 illustrate examples of the second embodiment of the invention.
  • the interface adaptor 10 is provided with an elongated body having a substantially flat head for contact with the upper column footplate 6, a cylindrical portion 12a, adjacent said footplate 6, and a narrowing portion 12b, for insertion into a corresponding bore hole 13 provided in the slab top portion.
  • the narrowing portion 12b of the interface adaptor 10 is substantially conical.
  • the resulting cone is preferably cast with a high strength and modulus of elasticity material, as previous mentioned.
  • the cone is attached to or cooperates with the footplate 6.
  • a filler layer 11 of soft material can be placed as previously described with the embodiment of Figure 3 .
  • the dimensions and the angle ⁇ of the cone are a function of the required increase on the punching shear strength and of the available axial forces in the columns.
  • the height of the conical adaptor 10 and of the surrounding filler layer 11 of soft material is a function of the displacements that the column has to accommodate (cone height also depends on the thickness of the slab, typically varying between 20% and 90% of it).
  • Such an embodiment ( Figure 4 ) provides a lateral dilatancy as the column penetrates inside the slab. This dilatancy originates compressive stresses in the concrete and tensile stresses in the flexural reinforcement.
  • Figures 5 and 6 show two examples of configuration illustrating the various possibilities given in using different relative dimensions for the cylindrical portion 12a and narrowing portion 12b.
  • Figure 6 illustrates a configuration with a conical-shaped narrowing portion 12b extending substantially deep into the slab, near the middle portion thereof, the cylindrical portion 12a substantially corresponding to the thickness of the filler layer 11.
  • the example of Figure 5 involves a much longer cylindrical portion 12a whereas a shorter narrowing conical portion 12b forms the end portion of the elongated body.
  • Figure 7 discloses an example in which the narrowing portion 12b is dome-shaped.
  • Figures 8a and 8b show two examples with interfacing adaptors 10 having narrowing portions 12b shaped like a truncated cone. This solution allows exploiting both previous principles simultaneously.
  • the compressive stress at the base of the device is large enough to exceed the uniaxial compressive strength of concrete and, as the column penetrates inside the slab, lateral dilatancy is activated.
  • figure 9 shows a disk-shaped adaptor 10 as described for the example of Figure 3 for a cast-in-place column.
  • stirrups 15 have to be provided in the column close to the contact plate in order to ensure sufficient confinement.
  • footplate 6 can provide sufficient load spreading, although additional stirrups can also be added.
  • interface adaptor 10 forms a joint behaving mostly as a hinge.
  • the column can accommodate large rotations developing very limited load eccentricities.
  • Figure 10 The influence of the different interface adaptor details on the strength of column-slab joints is shown in Figure 10 .
  • This figure plots the failure envelopes for normal force of the column (N) - shear force carried by the slab (V) for three different adaptor configurations.
  • the dimensions and reinforcement of the slab and column are constant for the three cases. It can be noted that for highly stressed columns, the top flexural reinforcement of the slab (column region) and the bottom (mid-span region) can be strengthened in order to increase the flexural failure load.
  • reference numeral 16 indicates the development of flexural mechanism with yielding of top flexural reinforcement
  • reference numeral 17 indicates development of flexural mechanism with yielding of bottom flexural reinforcement
  • reference numeral 18 shows concrete crushing in radial direction
  • reference numeral 19 shows failure by punching of the slab
  • V corresponds to the punching shear force
  • N corresponds to the force applied by upper column
  • C indicates the lateral force of inclined side of special device.
  • diameter refers to circular columns.
  • corresponding diameter refers to the width of the column in the direction considered

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)
EP09180602A 2009-12-23 2009-12-23 Verbindungssystem zwischen zwei Säulen und einer Decke und Aufbauverfahren hierfür Withdrawn EP2339082A1 (de)

Priority Applications (1)

Application Number Priority Date Filing Date Title
EP09180602A EP2339082A1 (de) 2009-12-23 2009-12-23 Verbindungssystem zwischen zwei Säulen und einer Decke und Aufbauverfahren hierfür

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP09180602A EP2339082A1 (de) 2009-12-23 2009-12-23 Verbindungssystem zwischen zwei Säulen und einer Decke und Aufbauverfahren hierfür

Publications (1)

Publication Number Publication Date
EP2339082A1 true EP2339082A1 (de) 2011-06-29

Family

ID=42226478

Family Applications (1)

Application Number Title Priority Date Filing Date
EP09180602A Withdrawn EP2339082A1 (de) 2009-12-23 2009-12-23 Verbindungssystem zwischen zwei Säulen und einer Decke und Aufbauverfahren hierfür

Country Status (1)

Country Link
EP (1) EP2339082A1 (de)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108487457A (zh) * 2018-03-09 2018-09-04 中国建筑股份有限公司 一种弯剪分离式预制装配式框架柱及其施工方法

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE2122316A1 (de) * 1971-05-06 1972-11-16 Pozemni stavby, N.P., Gottwaldau (Tschechoslowakei) Monolithische Eisenbetondecke
US4330970A (en) * 1979-10-23 1982-05-25 Copreal S.A. Building structure and steel parts for same
NL9000820A (nl) * 1990-04-09 1991-11-01 Bouwbeton B V Bouwconstruktie.
DE20120678U1 (de) 2001-12-20 2002-03-14 WALTER BAU-AKTIENGESELLSCHAFT, 85609 Aschheim Ausbildung eines Knotenpunktes zwischen einer Stahlbetonstütze und einer Flachdecke aus Stahlbeton in einem Geschossbau
EP1426508A2 (de) 2002-12-04 2004-06-09 Maba Fertigteilindustrie GmbH Verbindung von Beton-Fertigbauteilen
DE10324291A1 (de) 2003-05-21 2004-12-16 Weiske, Rainer, Dipl.-Ing. Bewehrungselement
WO2005098160A1 (de) 2004-04-06 2005-10-20 Technische Universität Wien Vorgefertigtes element aus hochfestem beton für stützen-deckenknoten
EP1749949A2 (de) 2005-08-05 2007-02-07 Maba Fertigteilindustrie GmbH Betonstütze

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE2122316A1 (de) * 1971-05-06 1972-11-16 Pozemni stavby, N.P., Gottwaldau (Tschechoslowakei) Monolithische Eisenbetondecke
US4330970A (en) * 1979-10-23 1982-05-25 Copreal S.A. Building structure and steel parts for same
NL9000820A (nl) * 1990-04-09 1991-11-01 Bouwbeton B V Bouwconstruktie.
DE20120678U1 (de) 2001-12-20 2002-03-14 WALTER BAU-AKTIENGESELLSCHAFT, 85609 Aschheim Ausbildung eines Knotenpunktes zwischen einer Stahlbetonstütze und einer Flachdecke aus Stahlbeton in einem Geschossbau
EP1426508A2 (de) 2002-12-04 2004-06-09 Maba Fertigteilindustrie GmbH Verbindung von Beton-Fertigbauteilen
DE10324291A1 (de) 2003-05-21 2004-12-16 Weiske, Rainer, Dipl.-Ing. Bewehrungselement
WO2005098160A1 (de) 2004-04-06 2005-10-20 Technische Universität Wien Vorgefertigtes element aus hochfestem beton für stützen-deckenknoten
EP1749949A2 (de) 2005-08-05 2007-02-07 Maba Fertigteilindustrie GmbH Betonstütze

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108487457A (zh) * 2018-03-09 2018-09-04 中国建筑股份有限公司 一种弯剪分离式预制装配式框架柱及其施工方法

Similar Documents

Publication Publication Date Title
JP5995788B2 (ja) プレキャストコンクリート床版の接続構造
JP6652754B2 (ja) 急速施工用プレキャストコンクリート床版の接合構造およびその施工方法
JP4735585B2 (ja) コンクリート系棒状ダンパー構造
JP4428304B2 (ja) Ｒｃ構造体の塑性ヒンジ部
JP5367496B2 (ja) 鉄筋コンクリート構造体
KR101273160B1 (ko) 비정형 콘크리트 구조물의 프리스트레스 도입을 위한 긴장재 정착장치 및 이를 이용한 비정형 콘크리트 구조물의 긴장재 정착구조
EP2339082A1 (de) Verbindungssystem zwischen zwei Säulen und einer Decke und Aufbauverfahren hierfür
JP3998236B2 (ja) コンクリート部材
KR20060042724A (ko) 일측 개방 구멍을 형성시킨 반강절 전단 연결재
JP2008111228A (ja) ひび割れ抑制構造及びひび割れ抑制方法並びにプレキャストコンクリート部材
JP4997354B1 (ja) 定着維持機能付きせん断力伝達用定着部材
JP2014214457A (ja) 耐荷体及びグラウンドアンカー
JP5331268B1 (ja) 引張抵抗機能付きせん断力伝達用定着装置
KR20160082643A (ko) 묶음대각철근을 활용한 병렬 전단벽의 연결보
JP4867445B2 (ja) 鉄筋コンクリート部材のせん断補強構造及びせん断補強方法
WO2014006780A1 (ja) 引張抵抗機能付きせん断力伝達用定着装置
WO2012110699A1 (en) Tension reinforcement of a fastening plate in a concrete element
JP5756719B2 (ja) プレキャストコンクリート製の床版、及び、その設計方法
JP2002309713A (ja) Ｐｃ鋼材定着部の構造
KR20120049719A (ko) 슬래브 접합 방법
JP2010024713A (ja) 柱と梁の接合構造
JP4581729B2 (ja) 鉄筋コンクリート梁のせん断応力度の算出方法、鉄筋コンクリート梁の設計方法、鉄筋コンクリート梁
JP2005030086A (ja) 鋼管柱構造
JP6764645B2 (ja) 構造部材の接合構造
JP7682446B2 (ja) プレストレス構造及びそれを用いたプレキャストコンクリート部材

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

AK Designated contracting states

Kind code of ref document: A1

Designated state(s): AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO SE SI SK SM TR

AX Request for extension of the european patent

Extension state: AL BA RS

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: THE APPLICATION IS DEEMED TO BE WITHDRAWN

18D Application deemed to be withdrawn

Effective date: 20111230