Table 11 Comparison results of \(w_{{{\text{max}}}}^{{\text{t}}}\) from RC beams with 500 MPa steel bars with \(w_{{{\text{max}}}}^{{{\text{c1}}}}\) by the proposed methods.
From: A Unified Formula for Calculation of Crack Width and Spacing in Reinforced Concrete Beams
Data sources | No. of data/n | hte = 0.4 h | hte = 0.5 h | hte = 4as | hte = 2as | hte = 5.9d + c + d | hte = 5.5d + c + d | ||||||
|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
μ | δ | μ | δ | μ | δ | μ | δ | μ | δ | μ | δ | ||
Zhu et al. (2018) | 16 | 0.75 | 0.16 | 0.75 | 0.21 | 0.81 | 0.16 | 0.86 | 0.19 | 0.80 | 0.15 | 0.82 | 0.15 |
Wang et al. (2007) | 5 | 0.77 | 0.14 | 0.72 | 0.12 | 0.87 | 0.13 | 0.99 | 0.17 | 0.84 | 0.12 | 0.86 | 0.12 |
Zhang (2004) | 18 | 1.01 | 0.14 | 1.01 | 0.16 | 1.06 | 0.13 | 1.12 | 0.17 | 1.01 | 0.12 | 1.03 | 0.12 |
Xu (2007) | 30 | 1.26 | 0.21 | 1.32 | 0.31 | 1.21 | 0.22 | 1.23 | 0.29 | 1.20 | 0.24 | 1.22 | 0.25 |
Dang (2009) | 9 | 1.09 | 0.15 | 1.09 | 0.22 | 1.29 | 0.21 | 1.34 | 0.19 | 1.14 | 0.21 | 1.16 | 0.21 |
Wang (2007) | 9 | 1.33 | 0.20 | 1.23 | 0.21 | 1.38 | 0.21 | 1.45 | 0.19 | 1.26 | 0.24 | 1.29 | 0.24 |
Li (2007) | 7 | 1.26 | 0.10 | 1.17 | 0.10 | 1.26 | 0.10 | 1.31 | 0.11 | 1.22 | 0.11 | 1.24 | 0.11 |
Liu (2012) | 12 | 0.81 | 0.19 | 0.75 | 0.18 | 0.82 | 0.17 | 0.93 | 0.18 | 0.81 | 0.15 | 0.83 | 0.15 |
Zang (2007) | 7 | 1.62 | 0.10 | 1.54 | 0.10 | 1.69 | 0.10 | 1.70 | 0.10 | 1.57 | 0.13 | 1.60 | 0.12 |
Sum | 113 | 1.09 | 0.29 | 1.08 | 0.33 | 1.13 | 0.28 | 1.14 | 0.28 | 1.08 | 0.27 | 1.10 | 0.27 |