## 3 Comparison of Earthquake Parameters
The map spectral acceleration coefficients \(\mathrm{S_{S}}\) and \(\mathrm{S_{1}}\) were converted into design spectral acceleration coefficients such as short period design \begin{table}
\begin{tabular}{c c c c c c c c} \hline \multirow{2}{*}{**Local Soil Class**} & \multicolumn{4}{c}{**Local Ground Effect Coefficients (\(\mathrm{F_{S}}\)) For ZC Class**} \\ \cline{2-7}  & **SS \(\leq\) 0.25** & **SS = 0.50** & **SS = 0.75** & **SS = 1.00** & **SS = 1.25** & **SS \(\geq\) 1.50** \\ \hline ZC & 1.30 & 1.30 & 1.20 & 1.20 & 1.20 & 1.20 \\ \hline \end{tabular}
\end{table} 
Table 4: Local soil coefficient \(\mathrm{F_{S}}\) for short period zone for ZC [6]. \begin{table}
\begin{tabular}{c c c c c c c c} \hline \multirow{2}{*}{**Province**} & \multicolumn{4}{c}{**Peak Ground Acceleration (g)**} & \multicolumn{4}{c}{**Peak Ground Velocity (cm/s)-PGV**} \\ \cline{2-7}  & **Probability of Exceedance in 50 Years** & \multicolumn{4}{c}{**Probability of Exceedance in 50 Years**} \\ \cline{2-7}  & **2\%** & **10\%** & **50\%** & **68\%** & **2\%** & **10\%** & **50\%** & **68\%** \\ \hline Balikesir & 0.713 & 0.372 & 0.140 & 0.100 & 43.446 & 21.807 & 8.243 & 6.048 \\ Bilecik & 0.460 & 0.238 & 0.102 & 0.076 & 28.766 & 15.616 & 6.895 & 5.243 \\ Bursa & 0.663 & 0.356 & 0.139 & 0.099 & 41.205 & 21.591 & 8.612 & 6.160 \\ Canakkale & 0.557 & 0.300 & 0.128 & 0.095 & 35.794 & 19.510 & 8.358 & 6.183 \\ Edirne & 0.408 & 0.180 & 0.060 & 0.043 & 24.561 & 11.663 & 4.582 & 3.384 \\ Istanbul & 0.677 & 0.400 & 0.167 & 0.109 & 42.532 & 24.668 & 10.150 & 6.632 \\ Kurklareli & 0.368 & 0.165 & 0.059 & 0.043 & 22.359 & 11.085 & 4.514 & 3.346 \\ Kocaeli & 1.120 & 0.668 & 0.272 & 0.140 & 94.943 & 55.648 & 16.173 & 7.819 \\ Sakarya & 1.068 & 0.643 & 0.271 & 0.141 & 85.545 & 51.110 & 16.187 & 7.781 \\ Tekirdag & 0.708 & 0.391 & 0.157 & 0.101 & 45.144 & 24.542 & 9.661 & 6.378 \\ Yalova & 1.034 & 0.603 & 0.242 & 0.149 & 73.602 & 42.287 & 14.827 & 8.510 \\ \hline \end{tabular}
\end{table} 
Table 2: Peak Ground Acceleration (PGA) and Peak Ground Velocity (PGV) values for different probabilities of exceedance in 50 years. \begin{table}
\begin{tabular}{c c c c c c} \hline \multirow{2}{*}{**Local Soil Class**} & \multicolumn{4}{c}{**Upper Average at 30 m**} \\ \cline{2-5}  & **Soil Type** & **(\(\mathrm{V_{S}}\))\({}_{\mathrm{30}}\) [m/s]** & **(\(\mathrm{N}\)60)30 [Pulse/30 cm]** & **(\(\mathrm{c}\))30 [kPa]** \\ \hline \multirow{2}{*}{ZC} & Very tight sand, gravel and hard & & & & \\ clay layers or weathered, & & & & & \\ very cracked weak rocks & 360–760 & \(>\)50 & \(>\)250 \\ \hline \end{tabular}
\end{table} 
Table 3: Local soil class type ZC [6]. spectral acceleration coefficient (S\({}_{\rm DS}\)) for 0.2 s and design spectral acceleration coefficient (S\({}_{\rm D1}\)) for 1.0 s using the following equations:  
\[S_{\rm DS}=S_{\rm S}\cdot F_{\rm S} \tag{1}\]  
\[S_{\rm D1}=S_{\rm 1}\cdot F_{\rm 1} \tag{2}\]  
The design spectral acceleration coefficients were obtained by multiplying the map spectral acceleration coefficients (S\({}_{\rm S}\), S\({}_{\rm 1}\)) with the local ground effect coefficients (F\({}_{\rm S}\), F\({}_{\rm 1}\)) as can be seen from the above two Equations [6]. Horizontal elastic design acceleration spectrum corner period (T\({}_{\rm A}\) and T\({}_{\rm B}\)) and vertical elastic design acceleration spectrum corner period (T\({}_{\rm AD}\), and T\({}_{\rm BD}\)) were also obtained. The spectrum corner periods, T\({}_{\rm A}\) and T\({}_{\rm B}\), varied only depending on the soil classes in TSDC-2007. Since the same soil class (ZC) was chosen for each settlement, T\({}_{\rm A}\) and T\({}_{\rm B}\) values were 0.15 and 0.40, respectively.