# Numerical Study on the Bending Resistance of Lightweight Built-Up Steel-Concrete Composite Beams
## 3 Parametric Numerical Analysis Results
### Influence of the Degree of Shear Connection  
The degree of shear connection had a significant influence on the bending capacity of the composite beam. The influence of the degree of shear connection was taken into account by changing the way in which the connection between the steel beam and the concrete slab was forged.  
Compared with the models that use tied steel elements, wherein the influence of the type of connection between the steel elements is not taken into account, the influence of the degree of shear connection is easier to observe (Figure 8a-c). Figure 8a shows the significant influence of shear connections on models with a steel beam height of 400 mm and a CW thickness of 0.8 mm. The difference in values between a full shear connection (400_SP10_CW08_TIE_TIE) and a partial shear connection when shear connectors are positioned in pairs (400_SP_CW08_SC12C_TIE) is approximately 50 kNm. Moreover, the difference between partial shear connections when shear connectors are in a staggered arrangement (400_SP10_CW08_SC12S_TIE) and when they are in pairs is approximately 45 kNm. The difference in value between model with full shear connection (400_SP10_CW08_TIE_TIE) and model with shear connectors, when they are in a staggered position (400_SP10_CW08_SC12S_TIE), is approximately 95 kNm. Figure 8b shows the influence of the degree of shear connection on models when the steel beam height is 500 mm and the CW thickness is 1.0 mm. The difference in bending capacity between the model with tied steel beams and concrete slabs (500_SP10_CW10_TIE_TIE), and the model where bolts are positioned in pairs (500_SP10_CW10_SC12C_TIE), is approximately  
\begin{table}
\begin{tabular}{c c c} \hline \hline
**Parameter** & **Description** & **Label** \\ \hline \multirow{4}{*}{Steel height} & 400 mm & 400 \\  & 500 mm & 500 \\  & 600 mm & 600 \\ Shear plate thickness & 1.0 mm & SP10 \\  & 0.8 mm & CV08 \\ Corrugated web thickness & 1.0 mm & CW10 \\  & 1.5 mm & CW15 \\  & full & TIE \\ Type of shear connection & Two shear connectors per rib & SC12C \\  & One shear connector per rib & SC12S \\ Type of connection between C & tie constraint & TIE \\ profiles and other steel & 2 spot welds & 02 \\ elements & 3 spot welds & 03 \\ \hline \hline \end{tabular}
\end{table}
Table 2: Analyzed parameters.  
Figure 7: Nomenclature for numerical model names.  
40 kNm; the difference between models with shear connectors in a different arrangement is approximately 20 kNm. Figure 8c shows models with a steel beam height of 600 mm. The difference between the tied model (600_SP10_CW15_TIE_TIE) and the model wherein shear connectors are positioned in pairs (600_SP10_CW15_SC12C_TIE) is approximately 30 kNm; the model with shear connectors positioned in pairs has an increased bending capacity of 50 kNm compared with the model with a staggered arrangement of shear connectors (600_SP10_CW15_SC12S_TIE). All presented results show that the differences between the degrees of shear connection are heightened as the steel beam height decreases.