# Effects of Boundary Condition Models on the Seismic Responses of a Container Crane
## 3 Recorded Ground Motions  
Nine horizontal ground motions (GM), with magnitudes ranging 6.53 to 7.28, were selected for this study. Table 2 lists the information of earthquakes; there are seven ground motions for far-source stations, and two ground motions for near-source stations. Here, a near-source station is a station whose fault distance is less than 15 km. These data were obtained from the Pacific Earthquake Engineering Research Centre (PEER) and [PERSON] et al. [27]. The typical intensity measures (IM) of an earthquake are peak ground motions (acceleration, velocity, and displacement) and elastic response spectra (acceleration, velocity, and displacement), in which the elastic response spectra have some advantages of reflecting the behavior of structures under seismic excitation, and are often applied in the seismic analysis. In our study, the acceleration response spectra are selected to consider the response of the container crane when it has uplift and derailment phenomenon. A set of the ground motion profiles, in which each of them is scaled via \begin{table}
\begin{tabular}{c c c c c} \hline \hline
**Elements** & **Immediate Occupancy (IO)** & **Life Safety (LS)** & **Collapse Prevention (CP)** \\ \hline For vertical elements & Minor local yielding at a few & \
\begin{tabular}{c} Hinges form. Local buckling \\ places. No fractures. Minor \\ buckling or observable \\ permanent distortion of \\ members. \\ \end{tabular} &
\begin{tabular}{c} Extensive distortion of \\ beams and column panels. \\ Shear connections remain \\ intact. A few elements may \\ experience partial fracture. \\ \end{tabular} \\ \hline Overall damage & Light & Moderate & Severe \\ \hline \hline \end{tabular}
\end{table} 
Table 1: Structural performance levels and damage [11]. \begin{table}
\begin{tabular}{c c c c c c c} \hline \hline
**No.** & **Earthquake** & **Year** & **Station Name** & **Mag.** & \begin{tabular}{c} **R\({}_{\text{rup}}\)** \\ **(km)** \\ \end{tabular} & \
\begin{tabular}{c} **PGA** \\ **(g)** \\ \end{tabular} &
\begin{tabular}{c} **S\({}_{\text{ao}}\) (g)** \\ **(T = 1.35 s)** \\ \end{tabular} \\ \hline
1 & Imperial Valley-02 & 1940 & Elcentro Array \#09 & 6.95 & 6.09 & 0.28 & 0.23 \\ \hline
2 & Imperial Valley-06 & 1979 & Elcentro Array \#06 & 6.53 & 1.35 & 0.45 & 0.39 \\ \hline
3 & Landers & 1992 & Barstow & 7.28 & 34.86 & 0.13 & 0.11 \\ \hline
4 & Landers & 1992 & Yermo Fire Station & 7.28 & 23.62 & 0.24 & 0.53 \\ \hline
5 & Loma Prieta & 1989 & Gilroy-Gavilan Coll. & 6.93 & 9.96 & 0.36 & 0.23 \\ \hline
6 & Northridge-01 & 1994 & Newhall-Fire Stn. & 6.69 & 5.92 & 0.58 & 0.68 \\ \hline
7 & Northridge-01 & 1994 & Rinaldi Receiving Stn. & 6.69 & 6.50 & 0.87 & 1.22 \\ \hline
8 & Northridge-01 & 1994 & Sylmar-Converter Stn. & 6.69 & 5.35 & 0.62 & 0.80 \\ \hline
9 & Kobe\_Japan & 1995 & KJMA & 6.90 & 0.96 & 0.83 & 0.92 \\ \hline \hline \end{tabular} Note: R\({}_{\text{rup}}\) is the closest distance to the rupture plane (rupture distance).  
\end{table} 
Table 2: Unscaled ground motions and spectral acceleration. Figure 4: Pushover curve and limit states for the typical Korean container crane [11]. the ratio of target spectral accelerations (\(S_{ai}\)) and the original \(S_{ao}\) of each ground motion, the \(S_{ao}\) are determined at the fundamental period of the container crane (\(T\) = 1.35 s). This technique was also used by [PERSON] et al. [11], who compared two methods, the nonlinear static and time history methods, for a typical Korean STS container crane. The authors scaled the ground motions to the design earthquake with a return period of 2400 year for soil type S\({}_{\text{D}}\), according to the design response spectrum in KDS 2016 (\(S_{a}\) = 0.21 g). This process to scale ground motions is simplified as follows:  
* Compute the elastic spectral acceleration \(S_{ao}\) at the fundamental period of the container crane (\(T\) = 1.35 s) with damping 5% from original ground motions; Table 2 shows the \(S_{ao}\). * Determine the scaled factor (\(\alpha_{i}\)) by \(\alpha_{i}=S_{ai}/S_{ao}\).