Bond of steel reinforcement in self-compacting concrete
| Main Author: | Sabau, Marian |
|---|---|
| Format: | Dataset |
| Terbitan: |
Mendeley
, 2019
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| Subjects: | |
| Online Access: |
https:/data.mendeley.com/datasets/4j8hcv62j3 |
Daftar Isi:
- The data presented here are simulated data using the proposed equation (Eq. 6) from my experimantal study to predict the peak bond stress of self-compacting concrete (SCC). The data consist of 500 simulations for various concrete grades (C12, C16, C20, C25, C30, C35, C40, C45 and C50) and reinforcing steel bar diameters (10, 12, 16, 20 and 25 mm). The first 20 data correspond to the predicted values of peak bond stress considering the parameters used in my experimental study. These data are valid for well-confined concrete where a pull-out failure may take place. For additional information about the bond model please consult the reference below. Abbreviations used in the data collection: f_cm = mean value of concrete cylinder compressive strength φ = diameter of the anchored bar c_min = minimum concrete cover l_d = bond length a_max = height of transverse ribs c = distance between transverse ribs f_R = relative rib area n_t = number of legs of confining reinforcement crossing a potential splitting failure surface at a section A_st = cross sectional area of one leg of a confining bar n_b = number of anchored bars s_t = longitudinal spacing of confining reinforcement K_tr = density of transverse reinforcement τ_R = peak bond stress calculated with Eq. (6) MC2010 = peak bond stress from fib Model Code 2010 τ_R/MC2010 = ratio between the peak bond calculated with Eq. (6) and the peak bond from Model Code 2010