## 5 Conclusions  
To investigate the behavior of various steel anchors, push-out tests were performed on the test parameters including the geometry of steel beams (H-beams and UH-beams) and the type of steel anchors (stud anchors, and Z- and C-channel anchors with full- or partial-length welding), and the test results were compared with predictions by various design equations for steel anchors available in the literature. The research findings are summarized as follows. 1. Although channel anchors with partial-length welding are widely used in current composite construction, the majority of current design codes and previous studies are for channel anchors with full-length welding. 2. Push-out test results showed that the performance of test specimens strongly depends on the types of steel anchors rather than the geometry of steel beams. The specimens with C-channel anchors showed highest load-carrying capacity but most drastic load reduction after the peak load. The specimens with Z-channel anchors showed a similar behavior to those with C-channel anchors, but the load reduction occurred in a slightly slower rate. The load-carrying capacity was increased with the length of Z- and C-channel anchors. The specimens with stud anchors reached the peak load in a slow rate and showed most ductile behavior. 3. Some of existing design equations for fully-welded channel anchors showed relatively good and conservative predictions after considering the contribution of the concrete \begin{table}
\begin{tabular}{c c c c c c} \hline \hline
**Authors** & **Specimen** & **Anchor Shape** & \(V_{\text{test}}\) & \
\begin{tabular}{c} \(V_{\text{pred}}\) \\ by Equation (3) \\ \end{tabular} &
\begin{tabular}{c} \(V_{\text{pred}}\) \\ by Equation (4) \\ \end{tabular} \\ \hline Present Study & UI-Z130 & Z & 963.5 & 1071.6 & 1178.3 \\  & UO75-Z230 & Z & 1473.3 & 1117.6 & 1407.5 \\  & UO100-Z230 & Z & 1401.2 & 1117.6 & 1407.5 \\  & UI-C130 & C & 1409.8 & 1229.6 & 1250.2 \\  & UO100-C230 & C & 1740.9 & 1281.5 & 1493.4 \\  & PO-L40 & Inv-L & 637.1 & 604.6 & 516.3 \\  & PO-L50a & Inv-L & 932.1 & 924.2 & 521.0 \\  & PO-L50b & Inv-L & 916.5 & 935.8 & 540.5 \\  & PO-L50c & Inv-L & 975.9 & 951.9 & 567.3 \\ [PERSON] et al. [5] & EA-30–20–200 & Inv-L & 404.0 & 447.4 & 463.7 \\  & EA-30–30–200 & Inv-L & 488.0 & 583.5 & 463.7 \\  & EA-30–40–200 & Inv-L & 488.0 & 719.7 & 463.7 \\  & EA-30–20–300 & Inv-L & 324.0 & 335.5 & 347.7 \\  & EA-30–300 & Inv-L & 339.0 & 437.6 & 347.7 \\  & EA-30–40–300 & Inv-L & 390.0 & 539.8 & 347.7 \\  & EA-40–200–200 & Inv-L & 476.0 & 833.4 & 772.8 \\  & EA-40–30–200 & Inv-L & 720.0 & 1039.5 & 772.8 \\  & EA-40–40–200 & Inv-L & 744.0 & 1245.6 & 772.8 \\  & EA-40–20–300 & Inv-L & 393.0 & 625.1 & 579.6 \\  & EA-40–300 & Inv-L & 573.0 & 779.6 & 579.6 \\  & EA-40–40–300 & Inv-L & 567.0 & 934.2 & 579.6 \\  & EA-50–200–200 & Inv-L & 732.0 & 1053.1 & 927.3 \\  & EA-50–30–200 & Inv-L & 924.0 & 1265.1 & 927.3 \\  & EA-50–40–200 & Inv-L & 940.0 & 1477.1 & 927.3 \\  & EA-50–20–300 & Inv-L & 555.0 & 789.8 & 695.5 \\  & EA-50–30–300 & Inv-L & 693.0 & 948.8 & 695.5 \\  & EA-50–40–300 & Inv-L & 789.0 & 1107.8 & 695.5 \\  & AN-160–60–4.5 & L & 1561.6 & 2185.5 & 800.1 \\  & AN-160–60–60 & L & 1877.5 & 2866.1 & 1066.8 \\  & AN-160–80–4.5 & L & 1670.6 & 2185.5 & 800.1 \\  & AN-160–80–6 & L & 1996.4 & 2866.1 & 1066.8 \\  & Accuracy of Prediction: \(m\pm\sigma\) of \(V_{\text{pred}}/V_{\text{test}}\) & & 1.32 \(\pm\) 0.23 & 0.94 \(\pm\) 0.28 \\ \hline \hline \end{tabular}
\end{table} 
Table 5: Comparison of Test Results with Predictions by Existing Design Equations for Channel Anchor with Partial-length Welding (units in kN). inside the UH-beam cast monolithically with concrete slabs, but, fundamentally, it is not appropriate to apply the existing design equations for fully-welded channel anchors to the design of partially-welded channel anchors, because the failure mode and shear strength are strongly affected by the shape and welding condition of steel anchors. 4.