Quantification of crack prediction models in reinforced concrete under flexural loading

McLeod, C; Viljoen, Celeste

doi:10.1002/suco.201900036

Cited by 3 publications

(10 citation statements)

References 13 publications

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“…This is due to the use of the "k 2 " coefficient, which is the factor for distribution of strain, as 0.5. Theoretical and analytical explanations of this coefficient are represented in Caldentey 33 and Mcleod et al, 53 respectively. However, the predictions of 6 out of 11 cases are on the nonconservative side, where the maximum error value is 18%.…”

Section: Discussion Of the Four-point Bending Testmentioning

confidence: 99%

Experimental and theoretical behavior of crack spacing of specimens subjected to axial tension and bending

Naotunna

Samarakoon

Fosså

2020

Structural Concrete

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Crack spacing has been identified as an important parameter in predicting the crack widths in reinforced concrete (RC) structures. An experimental program has been conducted to investigate the crack spacings when reinforced concrete beams are subjected to both axial tension and flexure. The stochastic nature of cracking behavior makes the experimental program complicated. A large sample size of the crack spacing data was recorded, in order to give a statistical overview. Recent studies in the literature were used to verify the experimental results. The existing crack spacing prediction models have been developed based on different theoretical approaches, namely bond-slip, no-slip, and combined approaches. In this study, Eurocode 2, Model Code 2010, Japanese Code, Eurocode 2 with German Annex and Beeby's crack spacing models were selected, as they represent each theoretical approach. Experimental results of this study and from selected literature were compared with the aforementioned prediction models. Japanese Code gave better predictions for axial tensile tests. For the four-point bending test, all the calculation models gave good agreement with the results, except for Eurocode 2 with German Annex.

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Section: Discussion Of the Four-point Bending Testmentioning

confidence: 99%

Experimental and theoretical behavior of crack spacing of specimens subjected to axial tension and bending

Naotunna

Samarakoon

Fosså

2020

Structural Concrete

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“…As cracking is a serviceability limit state, linear elastic stress-strain theory applies. The predicted maximum crack width corresponds to a 5 % probability of exceedance by most design code formulations [9], [10]. This may not probabilistically match the measured maximum crack width, and therefore contributes to model uncertainty.…”

Section: Deterministic Analysis Of Predicted Crack Widthmentioning

confidence: 99%

“…Wu [17] Ties with single reinforcing bar, square cross section. Short as detailed in [9] and [10]. Non-parametric normality tests such as Kolmogorov-Smirnov (using Lilliefors significance correction) and Shapiro-Wilks (corrected), as appropriate, were performed to a significance p of 0,05 to establish the estimated probability distribution of the model factor.…”

Section: Short-term 48mentioning

confidence: 99%

“…The release of the fib Model Code MC 2010 [8] included an update of the fundamental crack model of fib MC 90 on which the Eurocode crack model is based and allows for long term effects. The load-induced crack models for pure tension of BS 8007 (1987) [3], BS EN 1992-1 (2004) [5], fib MC 2010 [8] were thus considered and compared to the results obtained for flexural cracking, as reported in [9] and [10]. The results of this research are also of relevance to researchers developing Eurocode-related crack models and are applicable to structures other than WRS where serviceability cracking has a significant level of importance in the design thereof, such as bridges.…”

Section: Introductionmentioning

confidence: 99%

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Establishing model uncertainty of SLS reinforced concrete crack models applied to load-induced cracking

McLeod

2022

APP

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Although some research has been performed, serviceability limit state (SLS) concrete crack models have yet to be calibrated fully in probabilistic terms in structural design standards. This is partly due to the fact that the SLS is generally not the critical limit state in structural design. However, in some specialist structures such as water retaining structures, the SLS such as cracking is the limiting design criterion, specifically the crack width required to control leakage and thus requires a proper probabilistic analysis. In probabilistic crack models, the reliability of the crack model is determined by the performance function whereby the design limiting crack width is greater than the estimated crack width calculated using the appropriate design crack model. As cracking in concrete is a random mechanism with a high degree of variability and crack models tend to be at least semi-empirical with inherent uncertainty, model uncertainty of the crack model is significant and is applied in the reliability model as a random variable. A database was established of both short and long term cracking experimental data for the tension load case to quantify model uncertainty. However, the data for long term cracking is limited which meant that the model uncertainty in this case was not definitively established. This paper discusses the determination of model uncertainty for tension cracking, which could be extrapolated to other models where data is limited.

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“…Significance: EC2 uses a 'k2' factor to take into account the variation in strain distributions (flexural or axial tension) [81], and MC2010 considers that only the 'effective concrete area' can represent the effect [82].…”

Section: Improvements To the Existing Crack Width Prediction Modelsmentioning

confidence: 99%

Applicability of Existing Crack Controlling Criteria for Structures with Large Concrete Cover Thickness

Naotunna

Samarakoon

Fosså

2021

Nordic Concrete Research

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Widely used crack width calculation models and allowable crack width limits have changed from time to time and differ from region to region. It can be identified that some crack width calculation models consist with limitations for parameters like cover thickness. The current Norwegian requirement for cover thickness is larger than these limitations. The applicability of existing crack width calculation models and the allowable crack width limits must be verified for structures with large cover thickness. The background of crack width calculation models in Eurocode, Model Code 2010, Japanese code, American code and British code have been examined. By comparing the experimental crack widths with the predictions of the aforementioned models, the existing codes can be identified as requiring modification. Considering the durability aspect, it can be identified a long-term study proving that the allowable crack width can be increased with the increase in cover thickness. When considering the aesthetic aspect, the authors suggest categorizing the structures based on their prestige level and deciding the allowable crack widths accordingly. The paper proposes potential solutions for future research on how to improve both crack width calculation methods and allowable crack width limits to be used effectively in structures with large cover thickness.

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Quantification of crack prediction models in reinforced concrete under flexural loading

Cited by 3 publications

References 13 publications

Experimental and theoretical behavior of crack spacing of specimens subjected to axial tension and bending

Experimental and theoretical behavior of crack spacing of specimens subjected to axial tension and bending

Establishing model uncertainty of SLS reinforced concrete crack models applied to load-induced cracking

Applicability of Existing Crack Controlling Criteria for Structures with Large Concrete Cover Thickness

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