Bond can play an important role in the assessment of existing structures, particularly when corrosion of reinforcement is to be expected. The results of bond tests on corroded bars embedded in concrete are not yet fully conclusive for the definition of bond degradation due to the effect of corroded reinforcement. The structural effects of bond degradation can assume a different importance following the resisting mechanism that is activated within the structure. A critical review of the data available is presented here; some aspects such as embedment length, corrosion rate and type of test are analysed.

Effect of bond degradation due to corrosion – a literature survey

Scale-Dependent ASR Expansion of Concrete and Its Prediction coupled with Silica Gel Generation and Migration

Corrosion of steel reinforcement in reinforced concrete members is a common occurrence and a major concern, as it can significantly affect both the serviceability and ultimate limit states. In order to simulate the effects of corrosion through mechanics, it is necessary to quantify the effects of corrosion on the material bond–slip properties, which is the subject of this paper. A large database of 377 data points was used to quantify the effect of corrosion on bond strength and bond–slip in a form that can be used in numerical analyses. This research concentrates on the changes in bond strength and bond–slip due to corrosion, and hence the changes relative to the uncorroded properties because these are already well quantified. Furthermore, it does not consider the clamping action of stirrups encasing the reinforcement. As an illustration of the application of these bond properties of corroded steel reinforcement, they are used in a mechanics analysis to show that large-diameter bars are much more suscept...

Deterioration of bond–slip due to corrosion of steel reinforcement in reinforced concrete

New performance-based design codes are currently being developed, where the design life of reinforced concrete structures will be estimated by taking into account not only the time to initiation of reinforcement corrosion, but also the time it would take for the extent of corrosion to reach a level where the structure is no longer fit for purpose. It is therefore important to establish what level of corrosion, if any, can be permitted before the structural behaviour of the reinforced concrete member is affected. In this paper the effect of corrosion products on the bond strength and flexural behaviour of reinforced concrete slabs was investigated. Pull-out tests confirmed that low levels of corrosion (less than 2% loss in steel cross-sectional area) can result in improved bond between the reinforcing bars and the concrete. At higher corrosion levels the empirical bond decay functions proposed by various researchers accurately predict the bond strength. The flexural behaviour of the slabs is affected by the reduced bond between the steel and the concrete, and this manifests during the load tests in a reduction in the number of cracks but an increase in crack width, with increased corrosion levels. At high corrosion levels (more than 8% loss in steel cross-sectional area) the flexural behaviour of the slabs is affected to such an extent that brittle failure occurs.

Effect of corrosion products on bond strength and flexural behaviour of reinforced concrete slabs : technical paper

Deterioration process due to corrosion of steel in concrete affects the performance of reinforced concrete structures both in service and ultimate conditions. Corrosion reduces the rebar section, deteriorates the surrounding concrete with the oxides expansion product and it also alters bond between steel and concrete. Moreover, in structures subjected to cyclic loading, the damage due to corrosion can be combined with the mechanical action that is present in service. In this case the initial crack pattern due to load action and to the rheological phenomena is further modified by the expansion of the oxides and by the interaction among those causes. In the present work, the results of an experimental campaign on reinforced concrete elements subjected to simultaneous corrosion and cyclic loading are shown. It is put in evidence the loss of structural performance, by effect of chemical degradation and mechanical action. The key role of the combined effect of those causes of deterioration is also confirmed by static tests performed under the condition of static loading and simultaneous corrosion.

https://www.jstage.jst.go.jp/article/jact/9/3/9_3_277/_pdf

Reinforced Concrete Members Subjected to Cyclic Tension and Corrosion

Highly inelastic nonlinear interaction of liquefied soil and underground RC ducts is computationally investigated in view of the structural damage. The required ductility is expected to be insensitive to the risk of liquefaction for normally deposited layers of soil, and the lesser ductility is acceptable for the case of highly liquefiable foundation similar to the seismic isolation. Although the structural nonlinearity has a fewer effect on the uplift of the underground ducts, the amount of main reinforcement may control the structural damage with the same efficiency for both drained and undrained soil deposits.

/pdf/nonlinear-seismic-response-and-damage-of-reinforced-concrete-304ihjav7e.pdf

Nonlinear Seismic Response and Damage of Reinforced Concrete Ducts in Liquefiable Soils

Reinforcing bar corrosion induces splitting cracks in concrete along the bar axis and leads to bond deterioration. This can adversely affect the crack spacing in an RC member and have a serious effect on its serviceability. This study looks at axial nonlinearity in corroded RC members under tension and shows that fewer transverse cracks with greater spacing occur as steel corrosion progresses. The open-slip coupled model, which takes into account the transverse action associated with longitudinal bond stress transfer in the bond transition zone, is extended to cover corroded reinforcement and is successfully used to simulate the behavior of RC members in tension. Modeling of the bond transition zone and of the layer of corrosion products is found to be crucial to understanding residual bond performance after corrosion has occurred.

/pdf/three-dimensional-nonlinear-bond-model-incorporating-4mdl24e4ck.pdf

Three-dimensional Nonlinear Bond Model incorporating Transverse Action in Corroded RC Members

The bond mechanism for reinforcing bars in concrete is equivalent to the normal contact and friction between the inclined ribs and the surrounding concrete. Based on the contact density model for the computation of shear transfer across cracks, an open-slip coupled model was developed for simulating three-dimensional bond behavior for reinforcing bars in concrete. A parameter study was performed and
verified by simulating pull-out experiments of extremely different boundary conditions: short bar embedment with a huge concrete cover, extremely long bar embedment with a huge concrete cover, embedded aluminum bar and short bar embedded length with an insufficient concrete cover. The bar strain effect and splitting of the concrete cover on a local bond can be explained by finite element (FE) analysis. The analysis shows that the strain effect results from a large local slip and the splitting effect of a large opening of the interface. Finally, the sensitivity of rebar geometry was also checked by FE analysis and implies that the open-slip coupled model can be extended to the case of plain bar.

Open-slip coupled model for simulating three-dimensional bond behavior of reinforcing bars in concrete

Fatigue life simulation and failure mode for steel-concrete composite bridge deck based upon a direct path-integral scheme

There exist in-service RC bridge slabs suffering greatly from the fatigue loads of moving vehicles and serious cracking may often be observed. For quantitative assessment of residual fatigue life of bridge slabs under expected future loads, the past traffic loads' record is not available in most cases. Then, this paper aims to present pseudo-cracking approach to remaining fatigue life assessment of existing RC bridge slabs based on site crack inspection data alone. First, inspected crack width and its spacing are converted to the space-average strain field, on which finite element analysis can be carried out to predict the residual fatigue life of the cracked slabs. To prove the applicability of this simulation system proposed, parametric analysis is conducted to compute the S-N diagram of the damaged slabs and comparison is made with simplified deterioration grades specified in the manual of maintenance based upon experiences of bridge management. Furthermore, two bridge slabs in service with real crack ...

Residual Fatigue Life Assessment of Damaged RC Bridge Slabs Based on Site-Inspection for Cracking: A Quantitative Discussion

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