## 2 Structure Prototype and Finite Element Model
### Input Ground Motion Records
\begin{table}
\begin{tabular}{c c c c c c c c c} \hline \hline
**No.** & **Earthquake** & **Year** & **Station** & **Mw** & **PGA(g)** & **PGV** & **PGD (cm)** & **V\_s30 (m/s)** \\ \hline \multirow{2}{*}{**1**} & \multirow{2}{*}{Kern County} & \multirow{2}{*}{1952} & Taft Lincoln School & 7.40 & 0.156 & 15.31 & 9.21 & 310.68 \\ \cline{1-1} \cline{5-10}
**2** & & Tabas, Iran & 1978 & Ferdows & 7.40 & 0.187 & 6.53 & 4.52 & 302.64 \\ \hline \multirow{2}{*}{**3**} & \multirow{2}{*}{Victoria, Mexico} & \multirow{2}{*}{1980} & SAHOP Casa Flores & 6.30 & 0.101 & 7.77 & 2.45 & 242.05 \\ \hline \multirow{2}{*}{**4**} & N. Palm Springs & \multirow{2}{*}{1986} & Hesperia & 6.10 & 0.412 & 2.32 & 0.71 & 198.77 \\ \hline \multirow{2}{*}{**5**} & Landers & \multirow{2}{*}{1992} & Baker Fire Station & 7.30 & 0.124 & 17.34 & 2.28 & 316.46 \\ \hline \multirow{2}{*}{**6**} & Northridge-01 & \multirow{2}{*}{1994} & Huntington Bch-Waiki & \multirow{2}{*}{6.70} & \multirow{2}{*}{0.186} & \multirow{2}{*}{5.01} & \multirow{2}{*}{1.63} & \multirow{2}{*}{184.75} \\ \cline{1-1} \cline{5-10}
**7** & Whititer Narrows & \multirow{2}{*}{1978} & Los Angeles, CA & 6.10 & 0.182 & 63.21 & 25.36 & 193.67 \\ \hline \multirow{2}{*}{**8**} & Imperial Valley & \multirow{2}{*}{1940} & El Centro CA & 6.90 & 0.341 & 33.14 & 101.69 & 213.44 \\ \hline \multirow{2}{*}{**9**} & Northridge & \multirow{2}{*}{1994} & Sun Valley & 6.70 & 0.457 & 22.47 & 51.59 & 301.95 \\ \hline \multirow{2}{*}{**10**} & Loma Prieta & \multirow{2}{*}{1999} & Hollister, CA & 6.94 & 0.252 & 45.14 & 33.23 & 221.78 \\ \hline \multirow{2}{*}{**11**} & Coma Mendocina & \multirow{2}{*}{1992} & Copa Mendocina & 7.01 & 1.400 & 11.36 & 95.23 & 192.05 \\ \hline \multirow{2}{*}{**12**} & Landers & \multirow{2}{*}{1992} & Lucerne & 7.28 & 0.650 & 52.29 & 44.60 & 208.91 \\ \hline \multirow{2}{*}{**13**} & Mineral Town & \multirow{2}{*}{2011} & Central Virginia & 5.74 & 0.094 & 53.64 & 6.67 & 219.31 \\ \hline \multirow{2}{*}{**14**} & Kocaeli & \multirow{2}{*}{1999} & Sakarya & 7.40 & 0.230 & 55.83 & 184.60 & 249.28 \\ \hline \multirow{2}{*}{**15**} & Chi Chi Chi & \multirow{2}{*}{1999} & TCU102 & 7.60 & 0.390 & 65.48 & 193.30 & 335.50 \\ \hline \multirow{2}{*}{**16**} & Coyote lake & \multirow{2}{*}{1979} & Gilroy Array & 5.74 & 0.333 & 27.14 & 4.48 & 202.85 \\ \hline \multirow{2}{*}{**17**} & Morgan hill & \multirow{2}{*}{1984} & Anderson Dam & 6.19 & 0.276 & 29.52 & 6.44 & 192.26 \\ \hline \multirow{2}{*}{**18**} & Nahanni, Canada & \multirow{2}{*}{1985} & Site1 & 6.76 & 1.170 & 36.53 & 4.66 & 317.45 \\ \hline \hline \end{tabular}
\end{table} 
Table 6: Near-Field ground motion records as an input for nonlinear dynamic analysis. Several criteria recommended by [36, 37, 38, 39, 40, 41], such as magnitude (Mw), Peak Ground Acceleration (PGA), and distance from the source should be considered when choosing ground motions. These include the near-field (<20 km) and far-field (>20 km) limits, as well as the soil type. To fully comprehend these aspects, a spectrum of PGA is examined. A full-range of the PGA record values is used, and all the records fall in the range of 0.09 g to 1.40 g with a mean of 0.386 g in the case of far-field records. The average PGA is 0.466 g with a range of 0.20 g to 0.86 g for near-field seismic scenarios. Subsequently, the chosen ground motion datasets for two seismic scenarios (FF and NF) are normalised or scaled by utilising the Seismomatch program, according to the Lebanese seismic standard targeted by its response spectrum as shown in Figures 7 and 8. Here, Z = 0.25 g, Ca = 0.32, Cv = 0.47 according to UBC97 corresponding to Lebanese seismic norm, and with S1 = 0.4, and S1 = 1.20, taking int account site coefficient (Fa = 1.0) and (Fv = 1.6) for site class D by referring to 2009 IBC MCE spectral response acceleration. Figure 8: Near-field ground motion seismic records (**a**): Before matching with target spectrum, (**b**) After matching with target spectrum.