Figure 1
– (A) Shear span (a) to effective depth (d) to a point load (B) Kani’s valley
Figure 2
- Dispersion points of analysis
Figure 3
- Distribution of the data
Figure 4
- S/R in relation to to ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (yellow) and ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (blue)
Figure 5
- S/R in relation to to ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (yellow) and ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (blue)
Figure 6
- S/R in relation to to ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (yellow) and ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (blue)
Figure 7
- S/R in relation to to ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (yellow) and ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (blue)
Figure 8
- S/R in relation to to Frosch et al. [55 R. J. Frosch et al., "A unified approach to design," Concr. Int., no. September, pp. 147–158, 2017.]
Figure 9
- S/R in relation to to Frosch et al. [55 R. J. Frosch et al., "A unified approach to design," Concr. Int., no. September, pp. 147–158, 2017.]
Figure 10
- S/R in relation to to Frosch et al. [55 R. J. Frosch et al., "A unified approach to design," Concr. Int., no. September, pp. 147–158, 2017.]
Figure 11
- S/R in relation to to Frosch et al. [55 R. J. Frosch et al., "A unified approach to design," Concr. Int., no. September, pp. 147–158, 2017.]
Figure 12
- S/R in relation to to NBR 6118:2014
Figure 13
- S/R in relation to to NBR 6118:2014
Figure 14
- S/R in relation to to NBR 6118:2014
Figure 15
- S/R in relation to to NBR 6118:2014
Figure 16
- Model Error (ME) to the proposed model.
Figure 4
- S/R in relation to to ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (yellow) and ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (blue)
Figure 5
- S/R in relation to to ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (yellow) and ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (blue)
Figure 6
- S/R in relation to to ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (yellow) and ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (blue)
Figure 7
- S/R in relation to to ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (yellow) and ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] (blue)
Figure 8
- S/R in relation to to Frosch et al. [55 R. J. Frosch et al., "A unified approach to design," Concr. Int., no. September, pp. 147–158, 2017.]
Figure 9
- S/R in relation to to Frosch et al. [55 R. J. Frosch et al., "A unified approach to design," Concr. Int., no. September, pp. 147–158, 2017.]
Figure 10
- S/R in relation to to Frosch et al. [55 R. J. Frosch et al., "A unified approach to design," Concr. Int., no. September, pp. 147–158, 2017.]
Figure 11
- S/R in relation to to Frosch et al. [55 R. J. Frosch et al., "A unified approach to design," Concr. Int., no. September, pp. 147–158, 2017.]
Figure 12
- S/R in relation to to NBR 6118:2014
Figure 13
- S/R in relation to to NBR 6118:2014
Figure 14
- S/R in relation to to NBR 6118:2014
Figure 15
- S/R in relation to to NBR 6118:2014
Figure 16
- Model Error (ME) to the proposed model.
Table 1
- Expression of Reineck et al. [66 K. H. Reineck et al., "ACI-DAfStb database of shear tests on slender reinforced concrete beams without stirrups," ACI Struct. J., vol. 110, no. 5, pp. 867–876, 2013.] applied to two specimens
Table 2
- Upper Limits to 5 and 10%
Table 3
- Upper Limits to 5 and 10%
Table 4
- ACI 318 [33 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2014, 519 p.] and ACI 318 [44 American Concrete Institute, Building Code Requirements for Structural Concrete, ACI Committee 318, 2019, 629 p.] results
Table 5
– S/R x a/d results
Table 6
- S/R x results
Table 7
- S/R x d results to ACI 318
Table 8
- S/R x to the Unified Approach
Table 9
- S/R x a/d to the Unified Approach
Table 10
– S/R x to the Unified Approach
Table 11
– S/R x to the Unified Approach
Table 12
– S/R x to NBR 6118: 2014
Table 13
- S/R x a/d to NBR 6118: 2014
Table 14
- S/R x to NBR 6118: 2014
Table 15
- S/R x d to NBR 6118 [99 Associação Brasileira de Normas Técnicas, Design of Concrete Structures: Procedures, NBR 6118, 2014.]
Parameter
Design Formulation
ABNT:NBR6118 (2014)
ACI 318 (2014)
ACI 318 (2019)
Frosch et al. (2017)
f
c
'
There is a decrease trend over the dataset, slightly more prominent
A strong trend of decreasing in S/R mean as compressive strength increases
Decreasing in S/R mean as compressive strength increases
No trends are noted, and the approach is the more conservative
a/d
No trends concerning the mean, most of the results with S/R<1 is located next to inflection point of Kani’s valley
No trends concerning the mean, most of the results with S/R<1 is located next to inflection point of Kani’s valley
a slight decrease trend
No strong trends are present
ρ
L
Most of the values to which S/R<1 to light reinforced beams, with a strong increase trend
Most of the values to which S/R<1 to light reinforced beams, with a strong increase trend
Presents no notable trends regarding this parameter,
No trends are present, and the results are dispersed in a more uniform manner
d
A strong decrease trends occurs, with excessively conservative design for shallow beams, decreasing until non conservative results to higher beam depth
A strong decrease trends occurs, with excessively conservative design for shallow beams, decreasing until non conservative results to higher beam depth
Significantly corrects the model error in shallow beams, leading to smaller S/R, and increasing its value as the beam depth increases
This dispersion is like ACI 318:2019 but is more conservative, mainly to the smaller beam depths