The E ﬀ ect of Site-Speciﬁc Design Spectrum on Earthquake-Building Parameters: A Case Study from the Marmara Region (NW Turkey)

: The Marmara Region (NW Turkey) has experienced signiﬁcant earthquakes (M > 7.0) to date. A destructive earthquake is also expected in the region. To determine the e ﬀ ect of the speciﬁc design spectrum, eleven provinces located in the region were chosen according to the Turkey Earthquake Building Code updated in 2019. Additionally, the di ﬀ erences between the previous and updated regulations of the country were investigated. Peak Ground Acceleration (PGA) and Peak Ground Velocity (PGV) were obtained for each province by using earthquake ground motion levels with 2%, 10%, 50%, and 68% probability of exceedance in 50-year periods. The PGA values in the region range from 0.16 to 0.7 g for earthquakes with a return period of 475 years. For each province, a sample of a reinforced-concrete building having two di ﬀ erent numbers of stories with the same ground and structural characteristics was chosen. Static adaptive pushover analyses were performed for the sample reinforced-concrete building using each province’s design spectrum. The variations in the earthquake and structural parameters were investigated according to di ﬀ erent geographical locations. It was determined that the site-speciﬁc design spectrum signiﬁcantly inﬂuences target displacements for performance-based assessments of buildings due to seismicity characteristics of the studied geographic location. ZC for all structural models. The PGA value and design obtained speciﬁcally for each were selected as variables. According to inputs, base shear forces, displacements, sti ﬀ ness values, pushover curves, and limit states were calculated for each province in the region as a result of structural analyses. Both the blueprint and all structural characteristics were the same for both numbers of stories. Analyses were performed in only one direction since the selected building model is symmetrical. Important class II and 5% damping ratio were taken into consideration for the selected RC building.


Introduction
Significant loss of life and property after each earthquake brings the importance of the works in this field and the precautions to be taken. Determining the seismic risk of a region encountered as an inseparable part of pre-earthquake disaster management is among the preventions that can be performed. The destructive power of seismic events reveals some weaknesses in urban environments [1][2][3][4][5]. The amount of the damage increases generally due to the characteristics of the earthquake, soil, and structures.
The importance of earthquake-soil-structure interaction becomes evident when the damages caused by past earthquakes are considered. Building design and evaluation become more meaningful by determining the relationship between these three parameters. The recent earthquake and building regulations reached a very advanced point in this regard. Thus, earthquake-resistant building rules may be renewed or updated. The 2018-Turkish Earthquake Building Code (TBEC-2018) [6] is the best example for this instance.  Okay and Tüysüz, 1999 [32]; USGS, 2010 [33]; Ekinci and Yiğitbaş, 2012 [34], 2015 [35]).
The Marmara Region is located at the western end of the NAFZ. This right lateral fault is about 1600 km long and has produced significant earthquakes throughout history. Its general character is the presence of stress transfer, which starts from Karlıova (Bingöl) and progresses due to tectonic thrust towards the west. Large and devastating earthquakes (Mw > 7.0) occurred between 1939 and 1944 in the eastern part and between 1957 and 1999 in the western part on the NAFZ. After the last two earthquakes (Gölcük Mw = 7.4 and Kaynaşlı Mw = 7.2) that occurred in the east of Marmara in 1999, the place where the stress is transferred was in the Marmara Sea and the Middle Marmara Depression [36,37]. Occasional small and medium-sized earthquakes in this area are observed as proof of this situation. This means that the earthquake sequence along the NAFZ is in the western Marmara. By examining the earthquakes occurring on systematic faults, it has been observed that earthquakes act as triggers of new earthquakes. This phenomenon, called stress transfer, is clearly observed on NAFZ. The stress transfer from east to west between 1939 and 1999 was considered as the source of earthquakes occurring at more frequent intervals in the eastern part of the NAFZ and with longer intervals in the western part. After the last two earthquakes (Gölcük Mw = 7.4 and Kaynaşlı Mw = 7.2) that occurred in the east of Marmara in 1999, the place where the stress is transferred was in the Marmara Sea and the Middle Marmara Depression. Considering the history of the NAFZ earthquake, it is clearly seen that the new breaking point is the interior of the Marmara Sea.
The region has high earthquake potential and has experienced six significant earthquakes (M > 7.0) between 1912 and 1999. Considering larger events, the northern Marmara Sea branch of the NAFZ seems less active during the instrumental period than the historical period [38]. On the other hand, 1912 and 1999 earthquakes occurred in the west and east of the regions, respectively. The area in the Marmara Sea located between the two-earthquake rupture has remained silent since the  Okay and Tüysüz, 1999 [32]; USGS, 2010 [33]; Ekinci and Yigitbaş, 2012 [34], 2015 [35]).
The Marmara Region is located at the western end of the NAFZ. This right lateral fault is about 1600 km long and has produced significant earthquakes throughout history. Its general character is the presence of stress transfer, which starts from Karlıova (Bingöl) and progresses due to tectonic thrust towards the west. Large and devastating earthquakes (Mw > 7.0) occurred between 1939 and 1944 in the eastern part and between 1957 and 1999 in the western part on the NAFZ. After the last two earthquakes (Gölcük Mw = 7.4 and Kaynaşlı Mw = 7.2) that occurred in the east of Marmara in 1999, the place where the stress is transferred was in the Marmara Sea and the Middle Marmara Depression [36,37]. Occasional small and medium-sized earthquakes in this area are observed as proof of this situation. This means that the earthquake sequence along the NAFZ is in the western Marmara. By examining the earthquakes occurring on systematic faults, it has been observed that earthquakes act as triggers of new earthquakes. This phenomenon, called stress transfer, is clearly observed on NAFZ. The stress transfer from east to west between 1939 and 1999 was considered as the source of earthquakes occurring at more frequent intervals in the eastern part of the NAFZ and with longer intervals in the western part. After the last two earthquakes (Gölcük Mw = 7.4 and Kaynaşlı Mw = 7.2) that occurred in the east of Marmara in 1999, the place where the stress is transferred was in the Marmara Sea and the Middle Marmara Depression. Considering the history of the NAFZ earthquake, it is clearly seen that the new breaking point is the interior of the Marmara Sea.
The region has high earthquake potential and has experienced six significant earthquakes (M > 7.0) between 1912 and 1999. Considering larger events, the northern Marmara Sea branch of the NAFZ seems less active during the instrumental period than the historical period [38]. On the other hand, 1912 and 1999 earthquakes occurred in the west and east of the regions, respectively. The area in the Marmara Sea located between the two-earthquake rupture has remained silent since the earthquake of 1766 [39]. A significant earthquake is also expected in the region in the near future [40][41][42]. The magnitude of this possible earthquake is still a subject of debate in the country. Seventy-seven earthquakes (3.5 ≤ ML ≤ 5.2) occurred between 2004 and 2018 [39]. The instrumental period earthquake distribution map is illustrated in Figure 2. An important earthquake source with multiple segments emerges in the Marmara Sea. The Thrace provinces (Edirne and Kırklareli in Figure 1) have very low seismicity. On the other hand, the seismicity of the south of a line starting from Saros Bay in the west, crossing the Marmara Sea, and extending to the eastern part of Kocaeli and Sakarya provinces is quite high (Figure 3). Among the most devastating earthquakes of the country (M = 7.3, 1912) occurred in the Marmara Sea. This region, where the most important industrial associations and trade centers are located, is the most densely populated part of the country. Thus, any earthquake occurrence will have serious consequences. Analyses of the earthquake sources show that two segments appear to move independently in the Marmara Sea [36]. The granitic intrusion on the Marmara side of the Bosporus acts as a barrier and constitutes an obstacle for fracture progression in this area, which causes a northward rotation [43]. The focal depths of earthquakes that occurred at the western segment of the fault in the Marmara Sea are shallower than 20 km. On the other hand, shallow focal depths of 15 km or more are observed in the eastern segment. The Yenice-Gönen (M = 7.2) and the Bandırma (M = 7.0) earthquakes occurred in 1953 and 1964, respectively, and they caused the loss of many lives and properties. The most massive earthquake in Turkey in terms of its effects (M = 7.4) occurred in the eastern Marmara Region (Gölcük) in 1999 and caused a loss of about 25,000 human lives. It affected the whole region and caused severe destruction. In 1957 and 1999, two other significant earthquakes occurred very close to the easternmost part of the Marmara Region, with magnitudes of 7.1 and 7.2, respectively. Another destructive earthquake occurred very close to the southernmost part of the Biga Peninsula occurred in 1919 with a magnitude of M = 7.0. These last three earthquakes are not shown in Figure 2 since they occurred outside the Marmara region. In recent years, earthquakes (M = 5.0 and 5.4) that occurred in the south-western part of the Biga Peninsula ( Figure 2) caused significant damage, especially to old and rural buildings. Additionally, there are some high potential earthquake-prone areas in the east and southeast of the Marmara Region. The faults that are optimally oriented in the stress field are mostly strike-slip with some normal faults in the region. The loose soil problem in the region poses a danger. Stress changes along the Princes Islands segment may be up to more than 3.0 bar. Increased stress is also found for the middle part of the Yalova region, varying between about 0.5 and 2.0 bar [20].
Appl. Sci. 2020, 10, x FOR PEER REVIEW 5 of 23 earthquake of 1766 [39]. A significant earthquake is also expected in the region in the near future [40][41][42]. The magnitude of this possible earthquake is still a subject of debate in the country. Seventyseven earthquakes (3.5 ≤ ML ≤ 5.2) occurred between 2004 and 2018 [39]. The instrumental period earthquake distribution map is illustrated in Figure 2. An important earthquake source with multiple segments emerges in the Marmara Sea. The Thrace provinces (Edirne and Kırklareli in Figure 1) have very low seismicity. On the other hand, the seismicity of the south of a line starting from Saros Bay in the west, crossing the Marmara Sea, and extending to the eastern part of Kocaeli and Sakarya provinces is quite high (Figure 3). Among the most devastating earthquakes of the country (M = 7. 3,1912) occurred in the Marmara Sea. This region, where the most important industrial associations and trade centers are located, is the most densely populated part of the country. Thus, any earthquake occurrence will have serious consequences. Analyses of the earthquake sources show that two segments appear to move independently in the Marmara Sea [36]. The granitic intrusion on the Marmara side of the Bosporus acts as a barrier and constitutes an obstacle for fracture progression in this area, which causes a northward rotation [43].  Figure 2) caused significant damage, especially to old and rural buildings. Additionally, there are some high potential earthquake-prone areas in the east and southeast of the Marmara Region. The faults that are optimally oriented in the stress field are mostly strike-slip with some normal faults in the region. The loose soil problem in the region poses a danger. Stress changes along the Princes Islands segment may be up to more than 3.0 bar. Increased stress is also found for the middle part of the Yalova region, varying between about 0.5 and 2.0 bar [20].

Figure 2.
The epicenter distribution map of the Marmara Region in the instrumental period. The map was produced using the GMT software (Wessel and Smith, 1995 [44]).
Appl. Sci. 2020, 10, 7247 6 of 23 station, faulting mechanism, and site class [61]. The PGA values where the yellow colors are dominant show relatively low-risk regions (below 0.1 g), while moderate-risk zones (0.1-0.25 g) are identified from yellow to orange colors, and a red scale represents high-risk zones (more than 0.3 g). The high earthquake potential of the Marmara Region mentioned previously is seen on the map. Four different earthquake ground motion levels identified in the TBEC-2018are listed in Table 1. PGA and PGV values that were calculated based on TEHMIWA for different exceedance probabilities in 50 years for all provinces are presented in Table 2.

Comparison of Earthquake Parameters
There are many significant parameters for structural analysis under earthquake risk [45]. Seismicity elements are among these parameters. Briefly, these elements are defined as local soil conditions, fault/fault groups and their characteristics, and earthquakes at historical and instrumental periods [46][47][48][49][50][51]. These parameters vary based on different geographic locations. It is possible that an earthquake will cause more damage to structures under a soft or weak soil condition [52][53][54]. Seismic sources, seismic records, and far and near-fault records have a significant role in the seismic vulnerability of structures [55][56][57]. The reverse seismic source produces higher vulnerability than the vulnerability of the structures subjected to seismic records from strike slip fault [58]. Hence, the determination of these mentioned-above parameters is vital for near-future plans of engineering structures in the Marmara Region due to the active tectonic existence of high industrial facilities, population density, and high earthquake potential of the region. The Turkish Earthquake Hazard Map obtained from the updated TBEC-2018 is shown in Figure 3. Additionally, the studied provinces are also given. This image map indicates the PGA values, which are expected to be reached or exceeded with a probability of 10% within 50 years, equivalent to the return period of 475 years. PGA is the most widely used parameter for intensity measures (IMs) [59,60]. The IMs parameters of ground motion are presented as a function of magnitude, distance from the source to the recording station, faulting mechanism, and site class [61]. The PGA values where the yellow colors are dominant show relatively low-risk regions (below 0.1 g), while moderate-risk zones (0.1-0.25 g) are identified from yellow to orange colors, and a red scale represents high-risk zones (more than 0.3 g). The high earthquake potential of the Marmara Region mentioned previously is seen on the map. Four different earthquake ground motion levels identified in the TBEC-2018are listed in Table 1. PGA and PGV values that were calculated based on TEHMIWA for different exceedance probabilities in 50 years for all provinces are presented in Table 2. Table 1. Earthquake ground motion levels [6].

Earthquake Level Repetition Period (Year) Probability of Exceedance (in 50 Years) Description
DD-1 2475 2% Largest earthquake ground motion DD-2 475 10% Standard design earthquake ground motion DD-3 72 50% Frequent earthquake ground motion DD-4 43 68% Service earthquake movement In the study, ZC local soil class that given in TBEC-18 was chosen as the local soil class to determine the earthquake and structural parameters. The characteristics of this soil type (ZC) are given in Table 3. Table 3. Local soil class type ZC [6].

Local Soil Class Soil Type Upper Average at 30 m (V S ) 30 [m/s] (N60)30 [Pulse/30 cm] (cu)30 [kPa]
ZC Very tight sand, gravel and hard clay layers or weathered, very cracked weak rocks Among the innovations in TBEC-2018 is the local soil coefficients. The local soil effect coefficient F S and the local soil effect coefficient for a 1.0 s period (F 1 ) for the ZC soil type are given in Tables 4  and 5, respectively. Table 4. Local soil coefficient F S for short period zone for ZC [6].  Table 5. Local soil effect coefficients for class ZC (F 1 ) [6].

Local Soil Class
Local Ground Effect Coefficients (F 1 ) for 1.0 s Period S1 ≤ 0.10 S1 = 0.20 S1 = 0.30 S1= 0.40 S1 = 0.50 S1 ≥ 0.60 Information about selected local soil class (ZC), earthquake ground motion level (DD-2), and geographic location were entered as input data in TEHMIWA. This process was carried out separately, and earthquake parameters were obtained for each geographic location. Two dimensionless map spectral acceleration values started to be used with the updated code such as short period map spectral acceleration coefficient for the period of 0.2 s (S S ) and map spectral acceleration coefficient for the period of 1.0 s (S 1 ) which were obtained from TEHMIWA. Map spectral acceleration coefficients are obtained separately for different ground motion levels. The map spectral acceleration coefficients S S and S 1 were converted into design spectral acceleration coefficients such as short period design Appl. Sci. 2020, 10, 7247 8 of 23 spectral acceleration coefficient (S DS ) for 0.2 s and design spectral acceleration coefficient (S D1 ) for 1.0 s using the following equations: The design spectral acceleration coefficients were obtained by multiplying the map spectral acceleration coefficients (S S , S 1 ) with the local ground effect coefficients (F S , F 1 ) as can be seen from the above two Equations [6].
Horizontal elastic design acceleration spectrum corner period (T A and T B ) and vertical elastic design acceleration spectrum corner period (T AD , and T BD ) were also obtained. The spectrum corner periods, T A and T B , varied only depending on the soil classes in TSDC-2007. Since the same soil class (ZC) was chosen for each settlement, T A and T B values were 0.15 and 0.40, respectively. These periods are different from each other for each geographical location and were calculated using the following equations in the TBEC-2018: S s , S 1 , PGA, PGV, F s , F 1 , T A , T B , T AD , T BD , horizontal, and vertical elastic design spectra were obtained from TEHMIWA [14] for each province by using DD-2 earthquake ground motion level and ZC local soil type. The comparison of these earthquake parameters obtained for all provinces is given in Table 6. The design spectrum described in the earthquake regulations were used to determine the earthquake loads that will affect an engineering structure [10]. The comparison of horizontal and vertical elastic design spectra obtained for all provinces through TEHMIWA [25] are shown in Figure 4. The horizontal and vertical elastic design spectra are completely different for all provinces. The highest spectral acceleration value was obtained for Kocaeli, and the lowest one was obtained for Kırklareliin in both the vertical and horizontal direction.
Appl. Sci. 2020, 10, x FOR PEER REVIEW 9 of 23 highest spectral acceleration value was obtained for Kocaeli, and the lowest one was obtained for Kırklareliin in both the vertical and horizontal direction.

Comparison of Structural Analyses
Structural analyses for the provinces were performed using the Seismostruct software [62]. The software considers the geometric and materially nonlinear behavior of structural systems under static and dynamic loads. Structural elements are discretized using beam-column models based on the fiber element approach [63]. A displacement-based adaptive pushover (DAP) procedure introduced developed by Antoniou and Pinho [63] was used in structural analysis. In the DAP procedure, the sections are modelled with fiber elements. Additionally, compatible lateral displacements are used instead of lateral forces in static pushover analysis. This procedure's main advantage is that the applied lateral displacements are directly determined by a modal analysis [63][64][65][66][67][68][69]. This procedure can be expressed under four main headings: (i) definition of nominal load vector and inertia mass, (ii) computation of load factor, (iii) calculation of normalized scaling vector, and (iv) update of loading displacement vector [70]. There are many studies in the literature that proposed adaptive pushover analysis [71][72][73][74][75][76]. The adaptive pushover analysis, which is applied in predicting the horizontal capacity of a structure, taking full account of the effect that the deformation of the latter and the frequency content of input motion have on its dynamic response characteristics, was used. Here, analyses were performed by considering the mode shapes and participation factors obtained from the eigenvalue analyses in each step during the adaptive pushover analysis. This method allows the use of a site-specific spectrum, in particular, where local soil conditions are taken into account. The load control types used here are similar to conventional pushover analysis [63,64,70,77]. The loading vector shape is automatically defined and updated at each analysis step in adaptive pushover analysis [70]. The flow chart of the adaptive pushover analyses is given in Figure 5.

Comparison of Structural Analyses
Structural analyses for the provinces were performed using the Seismostruct software [62]. The software considers the geometric and materially nonlinear behavior of structural systems under static and dynamic loads. Structural elements are discretized using beam-column models based on the fiber element approach [63]. A displacement-based adaptive pushover (DAP) procedure introduced developed by Antoniou and Pinho [63] was used in structural analysis. In the DAP procedure, the sections are modelled with fiber elements. Additionally, compatible lateral displacements are used instead of lateral forces in static pushover analysis. This procedure's main advantage is that the applied lateral displacements are directly determined by a modal analysis [63][64][65][66][67][68][69]. This procedure can be expressed under four main headings: (i) definition of nominal load vector and inertia mass, (ii) computation of load factor, (iii) calculation of normalized scaling vector, and (iv) update of loading displacement vector [70]. There are many studies in the literature that proposed adaptive pushover analysis [71][72][73][74][75][76]. The adaptive pushover analysis, which is applied in predicting the horizontal capacity of a structure, taking full account of the effect that the deformation of the latter and the frequency content of input motion have on its dynamic response characteristics, was used. Here, analyses were performed by considering the mode shapes and participation factors obtained from the eigenvalue analyses in each step during the adaptive pushover analysis. This method allows the use of a site-specific spectrum, in particular, where local soil conditions are taken into account. The load control types used here are similar to conventional pushover analysis [63,64,70,77]. The loading vector shape is automatically defined and updated at each analysis step in adaptive pushover analysis [70]. The flow chart of the adaptive pushover analyses is given in Figure 5.
The 3-story and 6-story RC buildings with the same structural characteristics (material strength, dimensions of structural members, span lengths, story heights, damping ratio, applied loads, material model, reinforcement in columns and beams, target displacement, and important class) were modelled. Local soil class was selected as ZC for all structural models. The PGA value and design spectrum obtained specifically for each province were selected as variables. According to inputs, base shear forces, displacements, stiffness values, pushover curves, and limit states were calculated for each province in the region as a result of structural analyses. Both the blueprint and all structural characteristics were the same for both numbers of stories. Analyses were performed in only one direction since the selected building model is symmetrical. Important class II and 5% damping ratio were taken into consideration for the selected RC building. The 3-story and 6-story RC buildings with the same structural characteristics (material strength, dimensions of structural members, span lengths, story heights, damping ratio, applied loads, material model, reinforcement in columns and beams, target displacement, and important class) were modelled. Local soil class was selected as ZC for all structural models. The PGA value and design spectrum obtained specifically for each province were selected as variables. According to inputs, base shear forces, displacements, stiffness values, pushover curves, and limit states were calculated for each province in the region as a result of structural analyses. Both the blueprint and all structural characteristics were the same for both numbers of stories. Analyses were performed in only one direction since the selected building model is symmetrical. Important class II and 5% damping ratio were taken into consideration for the selected RC building.
It is a fact that the behavior of building materials under load can be determined using some mathematical models, which is vital in building design and evaluation [79]. The nonlinear concrete model [80] and steel model [81] were used for concrete and steel material. The stress-strain relationship of the material models considered for these models is demonstrated in Figure 6. The blueprint of the selected RC building is also shown in Figure 7. The two-and three-dimensional structural models obtained and the representation of the applied loads are given in Figure 8 for a three-story building and in Figure 9 for a six-story. Permanent and incremental loads were applied to the building model. Incremental load values were selected as displacement load, and a permanent load value of 5.00 kN was used. The target displacement was selected as 0.40 m. All these values were taken as the same in all models. Each story has an equal height of 3 m. It is a fact that the behavior of building materials under load can be determined using some mathematical models, which is vital in building design and evaluation [79]. The nonlinear concrete model [80] and steel model [81] were used for concrete and steel material. The stress-strain relationship of the material models considered for these models is demonstrated in Figure 6. The blueprint of the selected RC building is also shown in Figure 7. The two-and three-dimensional structural models obtained and the representation of the applied loads are given in Figure 8 for a three-story building and in Figure 9 for a six-story. Permanent and incremental loads were applied to the building model. Incremental load values were selected as displacement load, and a permanent load value of 5.00 kN was used. The target displacement was selected as 0.40 m. All these values were taken as the same in all models. Each story has an equal height of 3 m.
C25-S420 was taken into consideration for all RC building models. Yield strength (f s ) value was taken as 483 MPa, and concrete compressive strength (f c ) was taken as 33 MPa according to material models used in this study. The transverse reinforcements were selected as φ10/10 in columns and φ10/15 in beams in all stories. The reinforcements used in all columns were selected as 4φ20 in corners, 4φ16 in top-bottom sides, and 4φ16 in left-right sides. The reinforcements used in all beams were selected as 4φ16 in lower, 5φ18 in upper, 2φ12 in sides, 4φ10 in lower-slab, and 6φ10 in upper-slab. Column and beam cross-sections used in the RC buildings are given in Figure 10. The selected RC building was analyzed using horizontal design spectrum curves, which were obtained from DD-2 since it is the standard design earthquake ground motion level. The base shear forces were obtained for each province. Three different points on the idealized curve as displacement values were calculated.           C25-S420 was taken into consideration for all RC building models. Yield strength (fs) value was taken as 483 MPa, and concrete compressive strength (fc) was taken as 33 MPa according to material models used in this study. The transverse reinforcements were selected as ϕ10/10 in columns and ϕ10/15 in beams in all stories. The reinforcements used in all columns were selected as 4ϕ20 in corners, 4ϕ16 in top-bottom sides, and 4ϕ16 in left-right sides. The reinforcements used in all beams were selected as 4ϕ16 in lower, 5ϕ18 in upper, 2ϕ12 in sides, 4ϕ10 in lower-slab, and 6ϕ10 in upperslab. Column and beam cross-sections used in the RC buildings are given in Figure 10. The selected slab. Column and beam cross-sections used in the RC buildings are given in Figure 10. The selected RC building was analyzed using horizontal design spectrum curves, which were obtained from DD-2 since it is the standard design earthquake ground motion level. The base shear forces were obtained for each province. Three different points on the idealized curve as displacement values were calculated. While creating all structural models, force-based plastic hinge frame elements (infrmFBPH) were used for columns and beams. These elements model the spread inelasticity based on force and only limit the plasticity to a finite length. The ideal number of fibers in the cross section should be sufficient to model the stress-strain distribution in the cross section [82]. In total, 100 fiber elements are defined for the selected sections. This value is sufficient for such sections. Plastic-hinge length (Lp/L) was chosen as 16.67%. The base shear force, which occurs at the ground level of the buildings due to the earthquake and is equal to the total lateral load acting along the building height, was calculated separately for each province. The displacements were obtained for three different points on the idealized curve. The first value refers to yield displacement (dy), while the second and third values refer to the intermediate displacement (dint) and the target (or ultimate) displacement (dt), respectively. The stiffness values of RC structural elements differ from the predicted stiffness values under the effect of an earthquake. Therefore, effective cross-sectional stiffness values are used in the design and analysis of these structural elements. The stiffness of cracked sections is taken into account to determine RC structural systems' performance under earthquake loads. The effective stiffness of While creating all structural models, force-based plastic hinge frame elements (infrmFBPH) were used for columns and beams. These elements model the spread inelasticity based on force and only limit the plasticity to a finite length. The ideal number of fibers in the cross section should be sufficient to model the stress-strain distribution in the cross section [82]. In total, 100 fiber elements are defined for the selected sections. This value is sufficient for such sections. Plastic-hinge length (Lp/L) was chosen as 16.67%. The base shear force, which occurs at the ground level of the buildings due to the earthquake and is equal to the total lateral load acting along the building height, was calculated separately for each province. The displacements were obtained for three different points on the idealized curve. The first value refers to yield displacement (d y ), while the second and third values refer to the intermediate displacement (d int ) and the target (or ultimate) displacement (d t ), respectively. The stiffness values of RC structural elements differ from the predicted stiffness values under the effect of an earthquake. Therefore, effective cross-sectional stiffness values are used in the design and analysis of these structural elements. The stiffness of cracked sections is taken into account to determine RC structural systems' performance under earthquake loads. The effective stiffness of cracked sections was obtained by using the prescribed stiffness reduction coefficients of the elastic stiffness value [83][84][85]. The elastic stiffness value (K_elas) and effective stiffness (K_eff) values for each structural model were obtained directly using the stiffness reduction coefficients predicted in the algorithm. It is crucial to determine the target displacements for damage estimation when certain performance limits of structural elements are reached in performance-based earthquake engineering. In the structural analysis, the limit states given in Eurocode-8 (Part 3) [86,87] were taken into consideration for damage estimation used worldwide. The limit states for damage estimation are presented in Table 7, according to Eurocode-8. All displacements calculated for structural analysis are shown in Figure 11.
The natural vibration period of buildings is an important parameter in earthquake resistant design and performance evaluation. The equivalent seismic lateral force is determined from a design spectrum which is a function of the fundamental vibration period of a building in the static design method [88,89]. Building models with two different periods are considered one with a higher fundamental natural period, and another with a lower fundamental natural period. The fundamental natural periods can be obtained by using eigenvalue analysis [82]. Based on the eigenvalue analysis, the natural periods were calculated as 0.24175 s for 3-story and 0.47353051 s for 6-story. Natural period values were obtained the same for all provinces. Base shear forces for each structural model for each province were calculated separately through adaptive pushover analyses. The comparison of the pushover curves for 3-story is given in Figure 12. The base shear forces increased as the number of floors increased. presented in Table 7, according to Eurocode-8. All displacements calculated for structural analysis are shown in Figure 11.  The natural vibration period of buildings is an important parameter in earthquake resistant design and performance evaluation. The equivalent seismic lateral force is determined from a design spectrum which is a function of the fundamental vibration period of a building in the static design method [88,89]. Building models with two different periods are considered one with a higher fundamental natural period, and another with a lower fundamental natural period. The fundamental natural periods can be obtained by using eigenvalue analysis [82]. Based on the eigenvalue analysis, the natural periods were calculated as 0.24175 s for 3-story and 0.47353051 s for 6-story. Natural period values were obtained the same for all provinces. Base shear forces for each structural model for each province were calculated separately through adaptive pushover analyses. The comparison of the pushover curves for 3-story is given in Figure 12. The base shear forces increased as the number of floors increased. The comparison of the pushover curves for 6-story is given in Figure 13. Tables 8 and 9 show all values obtained in the X direction for 3-story and 6-story, respectively. The comparison of the pushover curves for 6-story is given in Figure 13. Tables 8 and 9 show all values obtained in the X direction for 3-story and 6-story, respectively. The comparison of the pushover curves for 6-story is given in Figure 13. Tables 8 and 9 show all values obtained in the X direction for 3-story and 6-story, respectively.     Table 9. Comparison of values obtained in X direction for 6-story building. The earthquake-structural analysis results are presented in Table 10. Additionally, an illustration indicating the risk status of studied provinces obtained from the parameters given in Table 10 is shown in Figure 14. Risk priorities were made based on PGA, PGV, and target displacement demands for DD-2 earthquake ground motion level since both earthquake and structural parameters are performed according to this earthquake level. The risk priorities were determined in a descending order. It is clearly seen that a complete agreement was observed between the earthquake-structural analysis results by using the site-specific design spectrum. Higher target displacement demand was obtained for higher PGA and PGV values. The earthquake-structural analysis results are presented in Table 10. Additionally, an illustration indicating the risk status of studied provinces obtained from the parameters given in Table 10 is shown in Figure 14. Risk priorities were made based on PGA, PGV, and target displacement demands for DD-2 earthquake ground motion level since both earthquake and structural parameters are performed according to this earthquake level. The risk priorities were determined in a descending order. It is clearly seen that a complete agreement was observed between the earthquake-structural analysis results by using the site-specific design spectrum. Higher target displacement demand was obtained for higher PGA and PGV values.   To compare the results obtained through the updated earthquake regulation with the previous one, Kocaeli and Bilecik provinces were selected since they produced the highest and the lowest PGA  To compare the results obtained through the updated earthquake regulation with the previous one, Kocaeli and Bilecik provinces were selected since they produced the highest and the lowest PGA values, respectively. The spectrum curves for these provinces are shown in Figure 14. As the previous regulation does not include vertical design spectrum curves, horizontal elastic design spectrums were used for the comparison. The site-specific spectrum started to be used for each geographical location with the TBEC-2018. In contrast, a single spectrum was used for all of the provinces located in the same earthquake hazard zone in the previous regulation. The comparison was made for the earthquake ground motion level using a 10% probability of exceedance (repetition period 475 years) in 50 years since it is the only one in the previous code. Therefore, a single spectrum curve is shown for TSDC-2007 [10] for Kocaeli and Bilecik. The horizontal elastic design spectrum curves foreseen for some geographical locations may differ according to the previous regulation, as clearly seen from Figure 15. values, respectively. The spectrum curves for these provinces are shown in Figure 14. As the previous regulation does not include vertical design spectrum curves, horizontal elastic design spectrums were used for the comparison. The site-specific spectrum started to be used for each geographical location with the TBEC-2018. In contrast, a single spectrum was used for all of the provinces located in the same earthquake hazard zone in the previous regulation. The comparison was made for the earthquake ground motion level using a 10% probability of exceedance (repetition period 475 years) in 50 years since it is the only one in the previous code. Therefore, a single spectrum curve is shown for TSDC-2007 [10] for Kocaeli and Bilecik. The horizontal elastic design spectrum curves foreseen for some geographical locations may differ according to the previous regulation, as clearly seen from Figure 15. It was observed that updated spectrum curves are quite different from the previous spectrum curve. This situation significantly changes the displacement demands. Damage estimates and building performance will diverge from real values in structures whose displacement demands are not met. The comparison of target displacements for damage estimation values obtained via the design spectrum for TSDC-2007 for 3-and 6-story RC buildings with the values obtained for the updated regulation is shown in Table 11. It was observed that updated spectrum curves are quite different from the previous spectrum curve. This situation significantly changes the displacement demands. Damage estimates and building performance will diverge from real values in structures whose displacement demands are not met .  The comparison of target displacements for damage estimation values obtained via the design spectrum  for TSDC-2007 for 3-and 6-story RC buildings with the values obtained for the updated regulation is  shown in Table 11.

Results and Discussion
Structural earthquake damages and advances in engineering technologies require constant updating of the rules of earthquake-resistant structural design and seismic hazard risk of the regions. There have been some updates in Turkey due to the significant losses of life and property caused by earthquakes. Both rules and seismic hazard maps were updated in 2018 in Turkey. In this study, earthquake-structural parameter variations were analyzed on a regional basis using the Turkish Earthquake Hazard Map (2018). The Marmara Region, including eleven provinces, is an excellent example due to its characteristics such as high seismicity, population, and industrial facilities density. PGA and PGV values were calculated for different probabilities of exceedance for each provincial center. According to the findings obtained in this study, the provinces of Kocaeli and Kırklareli are under the highest and lowest earthquake risks, respectively.
With the new regulation, the concept of the earthquake zone is no longer used. The design spectrum was in use on a regional basis, and this spectrum was valid for all provinces within the same earthquake zone in the previous regulation. The same effective ground acceleration coefficient is used in the same earthquake zone for the design spectrum that given inTSDC-2007. This situation is especially changed in TBEC-2018 specific for each geographical location. The spectral acceleration coefficients are used instead of the effective ground acceleration coefficient in the updated regulation. The spectral acceleration coefficients vary according to the coordinate and proximity to the fault with the new regulation. In order to reveal the effect of local soil conditions more clearly, local soil impact coefficients (F s and F 1 ) were included in TBEC-2018. Four different earthquake ground motion levels are taken into account with the TBEC-2018, while only one earthquake ground motion level was taken into account in theTSDC-2007. In addition, while only the horizontal elastic design spectrum was used in TSDC-2007, both horizontal and vertical elastic design spectra started to be used with TBEC-2018.
Analyses were carried out using the same design spectrum curve for Bilecik, Bursa, Çanakkale, Istanbul, Kocaeli, Sakarya, Tekirdag, and Yalova, which are in the first-degree earthquake hazard zone in the previous regulation. Therefore, the obtained values take the same values for these provinces in the same earthquake hazard zone. It was determined that the values obtained separately for each province are quite different from the previous ones by using the site-specific design spectrum. Target displacements are lower than the values predicted in TSDC-2007 for Bilecik, Bursa, Çanakkale, Istanbul, and Tekirdag. The values obtained for Kocaeli, Sakarya, and Yalova are higher than the values of TSDC-2007. Five of the eight provinces which use the same design spectrum are sufficient, while the others are insufficient, according to TSDC-2007. This finding shows that the updates will yield more realistic displacement demands for the structures. The same target displacements were obtained for these eight provinces located in the same earthquake hazard zone in the previous regulation. However, the values obtained through the updated regulation are different for all of these provinces. This reveals the necessity of a site-specific design spectrum instead of a regional-based design spectrum used in TSDC-2007.
Structural analyses were carried out for two different stories (three-story and six-story). Only the site-specific design spectrum was considered as a variable for both stories. A complete agreement was achieved between all results obtained from both stories for different provinces. The natural vibration period has the same value in all structural models for both stories since the structural characteristic do not change in all provinces. The displacement values calculated on the idealized curve are close to each other. Additionally, seismic capacities obtained for different stories for different provinces have very close values to each other. The elastic stiffness value of the structure increases when the number of stories increases. Moreover, the elastic stiffness values obtained for different provinces take constant values in both stories. The most crucial difference in the structural analysis was obtained in the target displacements. The expected target displacement from the building decreases when the number of stories decreases. Displacement values increase when the design spectrum increases according to higher PGA values. This means that the building's expected earthquake movement capability is higher due to the higher values of the PGA. Structural analyses were also performed for the design spectra foreseen in the previous code. The same values were obtained for different story numbers in the same earthquake zone. In the previous code, calculations were made on a regional basis, and the concept of earthquake zones was expressed only for ground motion level with a repetition period of 475 years. Thus, Bilecik Bursa, Çanakkale,İstanbul, Kocaeli, Sakarya, Tekirdag, and Yalova were considered as the first-degree earthquake hazard regions, while Edirne and Kırklareli were the fourth-degree earthquake regions. The effective ground acceleration coefficient for first-degree regions was 0.40 g, while it was 0.10 g for fourth-degree regions. However, PGA values were calculated as 0.36 to 1.12 g for the probability of exceedance 2%; 0.16 to 0.67 g for 10% probability of exceedance; 0.06 to 0.27 g for 50% probability of exceedance; and 0.04 to 0.14 g for 68% probability of exceedance in 50 years for provincial centers according to the updated earthquake hazard map. It was determined that the highest value obtained due to the ground motion level predicted by the previous regulation increased with the new regulation.
Earthquake parameters were calculated for all provinces, and horizontal and vertical design spectrum curves were obtained for each province center, and comparisons were made. Although the local soil conditions and earthquake ground motion level are constant values, we determined that earthquake parameters significantly differ from each other. The seismicity elements of the region, such as fault/fault groups and their characteristics, the distance from the determined geographical locations to fault/fault groups, and the region's earthquake history are most likely the reason for these differences. We conclude that obtaining the design spectrum by considering the site-specific earthquake hazard estimations in the new earthquake regulations is a significant gain. This demonstrates the importance of the site-specific design spectrum that was missing in the previous regulations. Static adaptive pushover analyses were performed for the selected RC buildings with the same structural characteristics by using the design spectrum obtained for each province. We found that contrary to the base shear forces, the significant differences are seen in the performance level's target displacement. Thus, it is worth mentioning that the site-specific design spectrum curve directly and significantly affects displacement requirements. A complete agreement was obtained between the target displacements for the damage estimation and the highest PGA value. As the PGA value increases, the demands for target displacement expected from the structure also increase when ground motion increases; more significant displacement of the structure is expected.