CFRP strengthened butt-welded very high strength (VHS) circular steel tubes

Jiao, Hui; Zhao, Xiao‐Ling

doi:10.1016/j.tws.2004.03.003

Cited by 157 publications

(62 citation statements)

References 11 publications

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“…This is similar to those observed previously from similar tests on CFRP and steel tubes [9,10]. Typical failure modes are presented in Figure 3.…”

Section: Failure Modessupporting

confidence: 90%

“…This length, beyond which no significant increase in load carrying capcaity will occur, is called the effective bond length. A similar concept was used by Teng et al [4] and Jiao and Zhao [10]. It seems that the effective bond length for joints with high modulus CFRP (about 40 mm) is smaller than that for joints with normal modulus CFRP (about 75 mm).…”

Section: Effective Bond Lengthmentioning

confidence: 90%

“…One was located at the joint and others were located every 15 mm along the the bonded length. Each specimen was loaded in tension in a 500 kN capacity Baldwin universal testing machine with a loading rate of 2 mm/min in a similar way as reported in Fawzia et al [9], Jiao and Zhao [10]. …”

mentioning

confidence: 99%

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Bond Characteristics Betweencfrp and Steel Plates in Double Strap Joints

Fawzia¹,

Zhao²,

Al-Mahaidi³

et al. 2005

Volume 1 Number 2

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This paper describes a series of double strap shear tests loaded in tension to investigate the bond between CFRP sheets and steel plates. Both normal modulus (240 GPa) and high modulus (640 GPa) CFRPs were used in the test program. Strain gauges were mounted to capture the strain distribution along the CFRP length. Different failure modes were observed for joints with normal modulus CFRP and those with high modulus CFRP. The strain distribution along the CFRP length was found to be similar for the two cases. A shorter effective bond length was obtained for joints with high modulus CFRP whereas larger ultimate load carrying capacity can be achieved for joints with normal modulus CFRP when the bond length is long enough. The Hart-Smith Model was modified to predict the effective bond length and ultimate load carrying capacity of joints between the normal modulus CFRP and steel plates. The Multilayer Distribution Model developed by the authors was modified to predict the load carrying capacity of joints between the high modulus CFRP and steel plates. The predicted values agreed well with experimental ones. ). The evolution of CFRP technologies and their versatility for applications in civil constructions require comprehensive and reliable codes of practice. Guidelines are available on the rehabilitation and retrofit of concrete structures with advanced composite materials. However, the practice for concrete can not be directly used for steel structures due to the fact that concrete and steel are very different materials [6]. There is a need to develop appropriate design guidelines for CFRP strengthened steel structures. It is important to understand the bond characteristics between CFRP and steel plates. KeywordsThis paper describes a series of double strap shear tests loaded in tension to investigate the bond between CFRP sheets and steel plates. Both normal modulus (240 GPa) and high modulus (640 GPa) CFRPs were used in the test program. Strain gauges were mounted to capture the strain distribution along the CFRP length. Discussions are made on failure modes, strain distribution along the CFRP, ultimate load carrying capacity and effective bond length. Two theoretical models are proposed in this study for joints with normal and high modulus CFRPs, respectively. The HartSmith [7,8]

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“…This is similar to those observed previously from similar tests on CFRP and steel tubes [9,10]. Typical failure modes are presented in Figure 3.…”

Section: Failure Modessupporting

confidence: 90%

Section: Effective Bond Lengthmentioning

confidence: 90%

See 1 more Smart Citation

Bond Characteristics Betweencfrp and Steel Plates in Double Strap Joints

Fawzia¹,

Zhao²,

Al-Mahaidi³

et al. 2005

Volume 1 Number 2

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“…Corrosion and fatigue problems in many steel bridges were successfully upgraded with CFRP fabrics were reported by many researchers Tavakkolizadeh & Saadatmanesh [6], Tavakkolizadeh & Saadatmanesh [7] and Miller et al [8]. Jiao & Zhao [9] investigated the performance of butt-welded very high strength circular tubes (VHS) strengthened with CFRP. The flexural strengthening of the beams is done by wrapping with FRP fabrics on the tension side or on the side faces of the beam with the fibres parallel to the direction of maximum tensile stress.…”

Section: Introductionmentioning

confidence: 99%

Flexural Behaviour of RC beams using GFRP Composites

Sivasankar¹,

Bharathy²,

Kumar³

2018

IJET

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Reinforced Concrete (RC) structures damaged by sudden accidental loads due to earthquake and severe environmental exposure. Traditional strengthening methods are not meeting the service life of the structure for long time. Recently, FRP strengthening is used successfully in all kind of exposure with minimum cost and less duration. In this paper RC beams were strengthened by GFRP sheets in two different orientations. Two specimens are control beams, two specimens are wrapped with U wrapping and the remaining beams are bottom wrapping. The size of the beam is 1700mm long, 150mm wide and 250mm depth. The test specimens consit of 2 nos of 10mm dia rods as longitudinal reinforcement in compression zone and 2 nos of 10mm dia steel rods in tension zone. 2-legged stirrups of 8mm diameter were used with a centre-to-centre spcaing of 150mm. All beams were tested under four-point loading. Experiments will be undertaken until beams fails so that the influence of GFRP characteristics on the Flexural behaviour of beams which includes Flexural behaviour, Ultimate load carrying capacity, Deformation and Stress-strain behaviour. Evaluation of the results will lead to optimum GFRP jacketing /wrapping arrangements for the concrete beams are considered here.

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“…Further advantages concern their mechanical properties and lay-up protocols; in particular, FRP textiles are capable of following curved or irregular surfaces of a structural element where steel plates require a preliminary grinding. In addition, the most appealing feature concerns the use of polymeric adhesives instead of welded and bolted joints [3] what allows one to avoid residual stress and steel weakening due to high temperatures [4].…”

Section: Introductionmentioning

confidence: 99%

Experimental Assessment of Carbon Fiber Jacketing of Steel Plates

Sessa¹,

Toraldo²,

Marmo³

et al. 2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Abstract. It is presented a numerical assessment of experimental data concerning Mode-II delamination tests of steel plates jacketed with Carbon fiber textile sheets. In particular, an inverse identification procedure, based on finite element analysis, has been performed in order to estimate the constitutive parameters of the interface bonding steel and textile. Such a procedure proved to be capable of characterizing a constitutive model which reproduces with sufficient accuracy the peak load and the fracture triggering propagation of the bonding interface. The identified finite element model is accurate enough to be employed in force-based design or in structural analysis where a suitable displacement-ultimate limit state is considered.The contribution analyzes the physical interpretation of the Mode-II delamination process with particular focus on its representation by means of finite element models. In particular, a discussion about the delamination process will show the consistency of the finite element model with the physical behavior of the specimen observed during the experimental tests. Such considerations, although encouraging, introduced further issues which outlines future research directions in order to improve the identification strategy.

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CFRP strengthened butt-welded very high strength (VHS) circular steel tubes

Cited by 157 publications

References 11 publications

Bond Characteristics Betweencfrp and Steel Plates in Double Strap Joints

Bond Characteristics Betweencfrp and Steel Plates in Double Strap Joints

Flexural Behaviour of RC beams using GFRP Composites

Experimental Assessment of Carbon Fiber Jacketing of Steel Plates

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