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Frontiers of Structural and Civil Engineering

Front Arch Civil Eng Chin    2009, Vol. 3 Issue (1) : 42-49     https://doi.org/10.1007/s11709-008-0058-y
RESEARCH ARTICLE |
Nonlinear experimental response of non-conventional composite steel and concrete connection
Tobia ZORDAN1(), Bruno BRISEGHELLA2
1. College of Civil Engineering, Tongji University, Shanghai 200092, China; 2. IUAV University of Venice, DCA Department of Construction of Architecture, Venice, Italy
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Abstract

An experiment was carried out on a set of full-scale specimens of a non-conventional connection between a concrete column and a composite steel and concrete beam defined on the basis of a number of requirements. The proposed connection, conceived in the ambit of semi-rigid joints, is aimed at combining general ease of construction with a highly simplified assembly procedure with a satisfying transmission of hogging moment at supports in continuous beams. For this purpose, the traditional shear studs used at the interface between the steel beam and the upper concrete slab, are also employed at the ends of the steel profiles welded horizontally to the end plates. The test is aimed at investigating the hogging moment response of the connection under incremental loads until failure.

Keywords composite connections      nonlinear behaviour      hogging moment      monotonic tests     
Corresponding Authors: ZORDAN Tobia,Email:tobia.zordan@mail.tongji.edu.cn   
Issue Date: 05 March 2009
 Cite this article:   
Tobia ZORDAN,Bruno BRISEGHELLA. Nonlinear experimental response of non-conventional composite steel and concrete connection[J]. Front Arch Civil Eng Chin, 2009, 3(1): 42-49.
 URL:  
http://journal.hep.com.cn/fsce/EN/10.1007/s11709-008-0058-y
http://journal.hep.com.cn/fsce/EN/Y2009/V3/I1/42
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Tobia ZORDAN
Bruno BRISEGHELLA
Fig.1  Joint typology
Fig.2  Three spans bridge in Differdange (South Luxembourg) []
Fig.3  Main dimensions of joint (The slab has a thickness of 15 cm)
Fig.4  Main features of specimens
Fig.5  RILEM test load versus displacement curves related to three specimens
specimenW0/(N?m)m1/kgm2/kgg/(m?s-2)d0/mAlig/m2Gf/(N?m-1)
S1147444109.811.400.09480087
S2169149109.810.890.10656379
S3170449309.811.180.10769239
Tab.1  Energy of fracture of three specimens
barsy,med/MPasu,med/MPaeu,med/%
F10453.83605.3428.00
F14594.72676.2529.28
F16547.51634.1025.94
Tab.2  Reinforcement properties
Fig.6  Tests on materials. (a) Compressive strength; (b) tensile strength; (c) energy of fracture; (d) reinforcement tensile strength
Fig.7  Test setup
instrumentsabbreviations
strain gauge applied on rebar SGb
strain gauge applied on concrete surfaceSGc
strain gauge applied on headed studsSGp
strain gauge applied on steel beamSGt
displacement transducerDt
Tab.3  Instruments identification
Fig.8  Description and position of adopted instrumentation
Fig.9  Crack pattern. (a) First cracks formation; (b) crack distribution at failure
Fig.10  Removal of concrete slab after joint failure showing failed rebar
Fig.11  M-F curve for specimen S3
Fig.12  - curves for three specimens S1, S2 and S3 and related average curve
Fig.13  Interface slip for specimen S3 referred to the different sections. The origin of x axis corresponds to the centroid of the concrete column
Fig.14  Strain gauges readings on lower flange of steel beam at joint section
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