## 5 Design Suggestions of the Slab Width of Composite Joint Specimens
### Review of Previous Studies on the Effective Slab Width of Composite Joints  
Although many studies have been done on steel-concrete composite joints, only a little attention has been paid to studying the effective width of slabs in composite joints [6; 7; 8; 9; 10; 11; 19; 29; 30]. Some researchers believe that the width of the column flange is a critical factor in the effective width. [PERSON] and [PERSON] [7] suggested the effective width is taken as 1.3 times the width of the column flange. However, a specimen subjected to reversed cyclic loads did not reach the estimated moment capacity based on this assumption [8]. [PERSON] et al. [30] considered a compressive force in the concrete slab at the beam \begin{table}
\begin{tabular}{c c c c c c c c c c c} \hline \hline \multicolumn{2}{c}{**Specification**} & \multicolumn{10}{c}{\(S_{0}/L\)} \\ \cline{3-11}  & & **1** & **3/4** & **2/3** & **1/2** & **1/2.5** & **1/3** & **1/4** & **1/5** & **1/6** \\ \hline EN1994-1-1 & Mid-span & 0.185 & 0.185 & 0.185 & 0.185 & 0.185 & 0.185 & 0.185 & 0.185 & 0.185 & 0.177 \\ \cline{2-11} AS/NZS 2327 & End support & 0.169 & 0.169 & 0.169 & 0.169 & 0.169 & 0.169 & 0.163 & 0.144 \\ \cline{2-11}  & Mid-span & 0.21 & 0.21 & 0.21 & 0.21 & 0.21 & 0.21 & 0.21 & 0.21 & 0.177 \\ \cline{2-11} GB50017 & End support & 0.277 & 0.277 & 0.277 & 0.277 & 0.277 & 0.277 & 0.26 & 0.21 & 0.177 \\ \hline \multirow{3}{*}{AISC360} & Mid-span & 0.25 & 0.25 & 0.25 & 0.25 & 0.2 & 0.167 & 0.125 & 0.1 & 0.083 \\ \cline{2-11}  & End support & 0.25 & 0.25 & 0.25 & 0.25 & 0.2 & 0.167 & 0.125 & 0.1 & 0.083 \\ \hline \hline \end{tabular} Note: \(b_{\mathrm{e}}\) is the effective width of the solid concrete slab, and for EN 1994-1-1, it is \(b_{\mathrm{eff}}\). \(S_{0}\) is the solid concrete slab’s actual width and equals the distance to the centerline of the adjacent beam; \(L\) is the beam span, center to center of supports, and \(L1=L2=L3=L\) in Figure 6. \(b_{0}\) is the distance between the centers of the outstand shear connectors.  
\end{table} 
Table 2: The values of \(b_{\mathrm{e}}\) and \(L\) in the positive bending moment region considering \(b_{0}=0.01L\). \begin{table}
\begin{tabular}{c c c c c c c c c c c} \hline \hline \multicolumn{2}{c}{**Specification**} & \multicolumn{10}{c}{\(S_{0}/L\)} \\ \cline{3-11}  & & **1** & **3/4** & **2/3** & **1/2** & **1/2.5** & **1/3** & **1/4** & **1/5** & **1/6** \\ \hline EN1994-1-1 & \(L1=L3=L2\) & 0.135 & 0.135 & 0.135 & 0.135 & 0.135 & 0.135 & 0.135 & 0.135 & 0.135 & 0.135 & 0.135 \\ AS/NZS 2327 & \(L1=L3=1.5L\) & 0.166 & 0.166 & 0.166 & 0.166 & 0.166 & 0.166 & 0.166 & 0.166 & 0.166 \\ \hline GB50017 & \(L1=L3=L2\) & 0.143 & 0.143 & 0.143 & 0.143 & 0.143 & 0.143 & 0.143 & 0.143 & 0.143 & 0.143 \\ \cline{2-11}  & \(L1=L3=1.5L\) & 0.177 & 0.177 & 0.177 & 0.177 & 0.177 & 0.177 & 0.177 & 0.177 & 0.177 & 0.177 \\ \hline AISC360 & \(L1=L3=L1.5L\) & 0.25 & 0.25 & 0.25 & 0.25 & 0.2 & 0.167 & 0.125 & 0.1 & 0.083 \\ \cline{2-11}  & \(L1=L3=1.5L\) & 0.375 & 0.375 & 0.333 & 0.25 & 0.2 & 0.167 & 0.125 & 0.1 & 0.083 \\ \hline \hline \end{tabular} Note: \(b_{\mathrm{e}}\) is the effective width of the solid concrete slab, and for EN 1994-1-1, it is \(b_{\mathrm{eff}}\). \(S_{0}\) is the actual width of the solid concrete slab and equals the distance to the centerline of the adjacent beam; \(L\) is the beam span; for mid-span calculation, \(L1=L2=L3=L\) in Figure 6, and for end-span = 1.5. Mid calculation, \(L1=L3=1.5L2=1.5L\) in Figure 6, and \(b_{0}\) is the distance between the centers of the outstand shear connectors.  
\end{table} 
Table 3: The values of \(b_{\mathrm{e}}\) and \(L\) in the negative bending moment region considering \(b_{0}=0.01L\). end in positive bending should be balanced by the bearing stress of concrete at the column face and proposed the effective width of 1.8 times the width of the column flange for the case of H-shaped columns.