## 2 Shear Tests on Cross-Frames in Lightweight Segments
### Results  
The test results are displayed in Table 5 as ultimate loads and deformations as well as the respective shear force in the analysed specimen. The shear force \(V_{Exp}\) was calculated according to (1) (see Figure 4). Furthermore, diagrams showing the applied load and the relative displacement, pictures of the laboratory specimen and finite element simulations post failure are shown.  
\[V_{Exp}=P_{Exp}\times\frac{l_{h}}{l_{p}} \tag{1}\]  
Figure 6: Material models used in the finite element software (**a**) steel materials with full lines for nominal stresses (**n**) and dashed lines for true stresses (**t**); (**b**) concrete compressive stress-strain relationship according to [PERSON]; (**c**) concrete tensile stress-crack opening relationship according to [PERSON].  
\begin{table}
\begin{tabular}{c c c c c c c c c c c} \hline \hline  & \multirow{2}{*}{**Specimen**} & \multicolumn{2}{c}{**Pmax.cep**} & \multicolumn{2}{c}{**Ingmax.cep**} & \multicolumn{2}{c}{**Inb**} & \multicolumn{2}{c}{**lv**} & \multicolumn{2}{c}{**Vcep**} & \multicolumn{2}{c}{**Vmax.cep**} & \multicolumn{2}{c}{**Pmax.cep**} & \multicolumn{2}{c}{**Pmax.Vrem**} & \multicolumn{2}{c}{**Vrem**} & \multicolumn{2}{c}{**Vrem/Vmax.cep-1**} \\ \cline{3-11}  & & **[RN]** & **[mm]** & **[mm]** & **[mm]** & **[RN]** & **[RN]** & **[RN]** & **[RN]** & **[-]** \\ \hline \multirow{10}{*}{Double wall elements} & V1\_Exp\_1 & 9.89 & 4.02 & 326 & 400 & 8.06 & & & \\  & V1\_Exp\_2 & 10.06 & 3.74 & 326 & 400 & 8.20 & & & \\  & V2\_Exp\_3 & 9.14 & 3.46 & 326 & 400 & 7.45 & & & \\  & V2\_Exp\_4 & 9.98 & 3.10 & 326 & 400 & 8.13 & & & \\ \cline{2-11}  & V5\_Lat\_1 & 3.80 & 1.71 & 326 & 400 & 3.10 & & & \\ \cline{2-11}  & V5\_Lat\_2 & 4.26 & 1.77 & 326 & 400 & 3.47 & & & \\ \cline{2-11}  & V6\_Lat\_5 & 3.48 & 1.63 & 326 & 400 & 3.73 & & & \\ \cline{2-11}  & V6\_Lat\_5 & 4.09 & 1.73 & 326 & 400 & 3.83 & & & \\ \cline{2-11}  & V7\_Lat\_1 & 27.25 & 3.19 & 326 & 400 & 22.21 & & & \\ \cline{2-11}  & V7\_Lat\_9 & 27.66 & 2.60 & 326 & 400 & 22.55 & & & \\ \cline{2-11}  & V8\_Lat\_9 & 27.81 & 3.60 & 326 & 400 & 22.67 & & & \\ \cline{2-11}  & V8\_Lat\_9 & 30.36 & - & 326 & 400 & 24.75 & & & \\ \hline \multirow{10}{*}{Thin panels with SN-beams} & V3\_Welded\_1 & 49.67 & 0.97 & 321 & 400 & 39.80 & & & \\  & V3\_Welded\_2 & 40.34 & 0.76 & 321 & 400 & 32.32 & & & \\ \cline{2-11}  & V4\_trans\_1 & 44.02 & 0.70 & 321 & 400 & 35.27 & & & \\ \cline{2-11}  & V4\_trans\_2 & 29.58 & 1.38 & 321 & 400 & 23.70 & & & \\ \cline{2-11}  & V9\_Flarge supported\_1 & 98.13 & 1.44 & 321 & 400 & 78.63 & & & \\ \cline{2-11}  & V9\_Flarge supported\_2 & 98.13 & 0.49 & 321 & 400 & 78.63 & & & \\ \cline{2-11}  & V10\_Flarge supported\_3 & 86.92 & 1.56 & 321 & 400 & 69.64 & & & \\ \cline{2-11}  & V10\_Flarge supported\_4 & 86.92 & 0.96 & 321 & 400 & 69.64 & & & \\ \cline{2-11}  & V11\_Flarge fixed\_1 & 129.50 & 5.89 & 321 & 400 & 103.76 & & & \\ \cline{2-11}  & V11\_Flarge fixed\_2 & 129.50 & 5.22 & 321 & 400 & 103.76 & & & \\ \cline{2-11}  & V12\_Flarge fixed\_3 & 127.00 & - & 321 & 400 & 101.76 & & & & \\ \cline{2-11}  & V12\_Flarge fixed\_4 & 127.00 & - & 321 & 400 & 101.76 & & & & \\ \hline \hline \end{tabular}
\end{table}
Table 5: Ultimate loads and deformations.