Semi-rigid connections between I-beams and tubular columns

Directorate-General For Research And Innovation European Commission

Description

Properties and service performance
Industrial research and development

Sujets

• Sciences et techniques

Informations

• Publié par: DIRECTORATE-GENERAL-FOR-RESEARCH-AND-INNOVATION-EUROPEAN-COMMISSION
• Nombre de lectures: 87
• EAN13: 928270260
• Langue: English
• Poids de l'ouvrage: 23 Mo

Extrait

ISSN 1018-5593
* *
European Commission
technical steel research
Properties and service performance
Semi-rigid connections between I-beams and
tubular columns European Commission
Properties and service performance
Semi-rigid connections between I-beams
and tubular columns
J. Wardenier
Delft University of Technology
Stevin Laboratory
2628 CN Delft
The Netherlands
Contract No 7210-SA/611
1 July 1990 to 30 June 1993
Final report
Directorate-General XII
Science, Research and Development
1995 EUR 16066 EN LEGAL NOTICE
Neither the European Commission nor any person acting on
behalf of the Commission is responsible for the use which might be made of the
following information
Cataloguing data can be found at the end of this publication
Luxembourg: Office for Official Publications of the European Communities, 1995
ISBN 92-827-0260-X
© ECSC-EC-EAEC, Brussels · Luxembourg, 1995
Reproduction is authorized, except for commercial purposes, provided the source is acknowledged
Printed in Luxembourg SEMI-RIGID CONNECTIONS BETWEEN I-BEAMS AND TUBULAR COLUMNS
Research teams:
Delft University of Technology, Stevin Laboratory, The Netherlands
Mr. A. Verheul
Dr. G.S. Frater
Ir. H.D. Rink
Ms.Ir. L.H. Lu
Ir. G.D. de Winkel
Dr. Eur.-lng. R.S. Puthli
Prof.Dr.Ir. J. Wardenier (Project Leader)
TNO Building and Construction Research, Rijswijk, The Netherlands
Mr. C.H.M, de Koning
Ir. R.J. van Foeken
Dr. Eur.-lng. R.S. Puthli
Rheinisch-Westfälischen Technischen Hochschule Aachen, Germany
Dipl.-Ing. D. Grotmann
Prof.Dr.-Ing. G. Sedlacek
British Steel Welded Tubes S.H.S. International, U.K.
Mr. N.F. Yeomans
Mannesmannröhren-Werke AG Düsseldorf, Germany
Dipl.-Ing. D. Dutta
CECA Convention No. 7210-SA/611
Investigation with financial aid of the European Coal and Steel Community.
Ill ABSTRACT
This report presents an investigation of the static-strength and behaviour of multiplanar
connections between l-section beams or plates and circular or rectangular hollow
section columns.
Semi-rigid connections between l-section beams and tubular columns can be used
economically for buildings and offshore structures. The lack of stiffening plates allows
the fabrication of these connections in a cost effective way. By filling the tubular
column with reinforced concrete sufficient fire resistance can be achieved and the
strength will also be increased. The strength and stiffness of the connection can be
further increased by the use of a composite steel-concrete floor.
This research programme consists of an a experimental and numerical investigation on
the static-strength and behaviour of multiplanar connections between l-section beams or
plates and circular or rectangular hollow section columns, where the influence of a
reinforced concrete infill in columns, a composite floor or a steel floor are also
considered.
The experiments, including detail tests, interaction tests and overall tests are carried out
at the laboratories of the Delft University of Technology and TNO Building and
Construction Research.
Throughout this work, the columns are either circular hollow sections (CHS) of size
o 324 χ 9.5 or rectangular hollow sections (RHS) of size 300*300*10. The multiplanar
joints are made up of plates representing individual flanges or I-beams (120*10 or
170*12) for axial load combinations and I-beams (IPE 240 or IPE 360) for moment
loaded combinations. The testing is carried out and reported in four series (detail tests
on axially loaded welded plates; interaction tests on two levels of axially loaded welded
plates; moment loaded tests using welded I-beams; and moment loaded tests on bolted
I-beams with a composite floor).
The numerical (Finite Element) work is carried out at Delft University of Technology and
RWTH Aachen to simulate the experimental work and to calibrate the finite element
(F.E.) models. In general, there is good agreement found between the experimental and
numerical results.
The experimental and numerical results are also compared with existing design
formulae, if available.
The results show that no maximum peak is reached for all the tested connections with
an RHS column, except those with a composite column. All testeds with a
CHS column show a peak load.
To determine the strength of connections without a peak load, further studies are
needed to derive a ultimate deformation criterion. None of the currently available
deformation criteria can generally be applied.
Based on this research project calibrated finite element models can be used for
parametric studies . This is being carried out at Delft University of Technology in the
framework of two Ph.D. research programmes [1,2]. In Aachen a numerical approach
will be developed to derive load deformation characteristics for design purpose.
V The results of this project show that the fabrication friendly connections have a
considerable strength, which can reduce the overall structural costs.
For design either characterisations of the moment rotation diagrammes are necessary or
the strength should be presented in such a way that it indirectly covers a deformation
or rotation criterion. These aspects have to further investigated before design
recommendations can be given.
It was envisaged to design the connections with a composite floor in such way, that
the reinforcement would be decisive for failure. However, it has been shown that the
cold formed reinforcement bars does not have sufficient deformation capacity. This
aspect needs further study. Thus for such connections it is essential that hot rolled
concretet is used.
VI CONTENTS
ABSTRACT ν
TABLE OF SYMBOLS xvii
OBJECTIVES OF THE RESEARCH PROGRAMME xix
1 INTRODUCTION 1
2 RESEARCH PROGRAMME 3
2.1 Participating ECSC countries and laboratories
2.2 Overview of the experimental work
2.3w of the numerical work 4
3 DEFINITION OF VARIOUS CHARACTERISTICS 5
4 TEST SPECIMEN, TEST RIG AND MEASUREMENT DETAILS 7
4.1 Design of composite steel-concrete CHS and RHS columns
4.2n ofe floor comprising a deep steel deck (PMF CF46) and
a 110 mm deep concrete slab for series 4 tests with CHS and RHS
columns 7
4.2.1 Design philosophy
4.2.2 Design of floor 8
4.3 Welding details 9
4.4 Mechanical properties
4.4.1 Steel members
4.4.2 Weld material 10
4.4.3 Reinforced concrete filling to CHS and RHS columns 1
4.4.3.1 Concrete composition for the composite columns2 Concreting operations of the columns1
4.4.3.3 Properties of cured concrete cubes for the composite
columns
4.4.4 Composite floor comprising a deep steel deck (PMF CF46) and a 110
mm deep concrete slab for series 4 tests with CHS and RHS
columns 12
4.4.4.1 Construction oftest specimens 12 Concrete composition of composite floors3
4.4.4.3 Concreting operations for the composite floor4 4 Properties of cured concrete cubes for the composite floors 1
4.5 Measured dimensions5
4.6 Weld measurements
4.7 Test rigs and testing procedures6
4.7.1 Connections with axially loaded plates and beams and CHS/RHS
columns (series 1 and 2)
4.7.2s with moment loaded beams and CHS/RHS columns
(series 3 and 4)7
4.8 Measurements9
4.8.1 Strains 1
4.8.1.1 Strain measurements for series 1 12ns fors 2
4.8.1.3 Strains for series 3 20 4n measurements fors 41
VII 4.8.2 Column indentations for the axially loaded specimens (series 1
and 2) 21
4.8.2.1 Transducer measurements for series 1 22 2rs fors
4.8.3 Transducer measurements for series 33
4.8.4rs fors 4
4.8.5 Determination of beam rotation 2
5 GENERAL DETAILS FOR THE NUMERICAL FE WORK5
5.1 Method of analyses
5.2d of modelling6
6 CONNECTIONS WITH CHS COLUMNS7
6.1 Experimental research 2
6.2 Comparison of numerical and experimental results 28
6.3 Discussion of results9
6.3.1 Plate to CHS connections
6.3.2 Interaction effects 30
6.3.3 Beam to column connections
6.3.4 Effect of concrete infill in the CHS column 3
6.3.5t of a steel floor1
6.3.6 Comparison with existing strength formulae
6.3.6.1 Plate to CHS column connections2 Interaction effects2
6.3.6.3 In-plane bending test4 Bolted connections with a composite steel concrete floor . . 3
7 CONNECTIONS WITH RHS COLUMNS 35
7.1 Experimental research
7.2 Definition of the maximum load7
7.3 Comparison of numerical and experimental results 38
7.4 Discussion of results9
7.4.1 Plate to RHS connections
7.4.2 Interaction effects
7.4.3 Beam to column connections 40
7.4.4 Effect of concrete infill in the RHS column
7.4.5t of a steel floor
7.4.6 Comparison with existing strength formulae1
7.4.6.1 Plate to RHS column connections2 I-beam to RHSns
7.4.6.3 Bolted connections with a composite steel concrete floor . . 42
8 CONCLUSIONS AND PRELIMINARY RECOMMENDATIONS 45
8.1 General connection behaviour 4
8.2 Finite element modelling of plate or I-beam to CHS or RHS column
connections
8.3 Welded Connections with a CHS column6
8.3.1 Plate to CHS column connections under axial loading 4
8.3.2 Interaction effects7
8.3.3 l-Beam to CHS columns under in-plane bending
8