# Design Exploration of Bamboo Shells Structures by Using Parametric Tools
## 3 Results and Discussion
### Double Curvature Shells Results  
Tables 10 and 11 compare the results from the double curvature shells with one joists' direction grid vs. the two joists' directions grid. The optimization value resulted from the division of the Maximum deflection with one direction joists column with the Maximum deflection with two direction joists column. The result obtained from the division was subtracted from, 100% which represents the Maximum deflection with one direction joists. As can be seen, the optimizations were achieved by inserting a second joists' direction, ranging from 90% to 96%. \begin{table}
\begin{tabular}{c c c c c} \hline \hline \multirow{2}{*}{\begin{tabular}{c} **Joists** \\ **Spacing** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Beam** \\ **Length** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Maximum** \\ **Deflection with** \\ **One Direction Joists** \\ \end{tabular} } & \multirow{2}{*}{\
\begin{tabular}{c} **Maximum** \\ **Deflection with** \\ **Two Direction Joists** \\ \end{tabular} } & \multirow{2}{*}{
\begin{tabular}{c} **Optimization** \\ **(\%)** \\ \end{tabular} } \\ \hline Se & \(l\) & (cm) & (cm) & \\ \hline \multirow{4}{*}{0.4 m} & 4 m & 8.26 & 0.56 & 93 \\  & 5 m & 21.20 & 0.93 & 96 \\  & 6 m & 43.48 & 1.55 & 96 \\ \hline \multirow{4}{*}{0.5 m} & 4 m & 9.50 & 0.73 & 92 \\  & 5 m & 23.21 & 1.22 & 95 \\  & 6 m & 50.77 & 1.92 & 96 \\ \hline \multirow{4}{*}{0.6 m} & 4 m & 11.38 & 1.14 & 90 \\  & 5 m & 27.70 & 1.64 & 94 \\ \cline{1-1}  & 6 m & 57.55 & 2.38 & 96 \\ \hline \hline \end{tabular}
\end{table} 
Table 10: Maximum deflection of shell with one module. \begin{table}
\begin{tabular}{c c c c c} \hline \hline \multirow{2}{*}{\begin{tabular}{c} **Joists** \\ **Spacing** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Beam Length** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Shear Force by** \\ **NSR-10 (kg)** \\ \end{tabular} } & \multirow{2}{*}{\
\begin{tabular}{c} **Shear Force by** \\ **Karamba3D (kg)** \\ \end{tabular} } & \multirow{2}{*}{
\begin{tabular}{c} **Matching** \\ **Percentage** \\ \end{tabular} } \\ \hline Se & \(l\) & \(v\) & \(v\) & \\ \hline \multirow{4}{*}{0.4 m} & 4 m & 41.6 & 41.8 & 99\% \\  & 5 m & 52 & 51 & 98\% \\  & 6 m & 62.4 & 62.2 & 99\% \\ \hline \multirow{4}{*}{0.5 m} & 4 m & 50.6 & 53 & 95\% \\  & 5 m & 63.25 & 65.3 & 97\% \\  & 6 m & 75.9 & 77.5 & 98\% \\ \hline \multirow{4}{*}{0.6 m} & 4 m & 57.36 & 65.3 & 88\% \\  & 5 m & 71.7 & 79.5 & 90\% \\ \cline{1-1}  & 6 m & 86.04 & 91.8 & 94\% \\ \hline \hline \end{tabular}
\end{table} 
Table 8: Shear force values. \begin{table}
\begin{tabular}{c c c c} \hline \hline \multirow{2}{*}{\begin{tabular}{c} **Joists** \\ **Spacing** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Beam Length** \\ \end{tabular} } & \multirow{2}{*}{\
\begin{tabular}{c} **Modified Allowable** \\ **Shear Stress (kg/cm2)** \\ \end{tabular} } & \multirow{2}{*}{
\begin{tabular}{c} **Shear Stress Parallel to** \\ **the Fibers (kg/cm2)** \\ \end{tabular} } \\ \hline Se & \(l\) & \(F_{v}^{\prime}\) & \(f_{v}\) \\ \hline \multirow{4}{*}{0.4 m} & 4 m & & 1.13 \\  & 5 m & 9.69 & 1.41 \\  & 6 m & & 1.69 \\ \hline \multirow{4}{*}{0.5 m} & 4 m & & 1.37 \\  & 5 m & 9.69 & 1.71 \\  & 6 m & & 2.06 \\ \hline \multirow{4}{*}{0.6 m} & 4 m & & 1.55 \\  & 5 m & 9.69 & 1.94 \\ \cline{1-1}  & 6 m & & 2.33 \\ \hline \hline \end{tabular}
\end{table} 
Table 9: Shear stresses values. It is important to clarify that the detailed procedure attempted to verify the data obtained from the recommendations included in the Colombian NSR-10 code vs. the data obtained with Karamba3D. Therefore, the deflections permitted by the NSR-10 code could be exceeded in the results presented in this work. Future research must review the specifications of structural designs that support the requested loads. The verification of the data obtained using Karamba3D with respect to the NSR-10 code showed a matching percentage of between 81% and 99% (Table 8) in the results of the bending stress of the shells.