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Locations of hospitals of concern in this report and strong ground motion stations in the earthquake-affected area.
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The seismic performance of medical systems is crucial for the seismic resilience of communities. The report summarizes the observed damage to twelve hospital buildings in the area affected by the MW7.8 and MW7.5 earthquakes on 6 February 2023 in Turkey. They include five base-isolated buildings and seven fixed-base buildings in southcentral Turkey'...
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... 5 km to the east of the campus of B1 and F1 was another base-isolated hospital building B2 of the Battalgazi State Hospital. It was constructed in 2020 and has 7 stories above ground (Fig. 10). Its superstructure was protected by an isolation layer of 220 FPBs with a design stroke of plus/minus 450 mm (T _ IS, 2023b). The isolation layer was in the underground parking lot, where the FPBs were installed on top of stout RC columns. Unlike the cantilever columns that support the FPBs of Building B1, these columns had flat beams ...
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... of 220 FPBs with a design stroke of plus/minus 450 mm (T _ IS, 2023b). The isolation layer was in the underground parking lot, where the FPBs were installed on top of stout RC columns. Unlike the cantilever columns that support the FPBs of Building B1, these columns had flat beams framing into them to restrain the rotation of the upper ends ( Fig. 11(a)). No damage, either structural or nonstructural, was observed in the hospital building, and the hospital was allegedly immediately occupiable after the earthquakes. However, along with the satisfying performance of this building there were no signs of considerable sliding of the isolation layer. The scattered paint on the FPBs remained ...
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... damage, either structural or nonstructural, was observed in the hospital building, and the hospital was allegedly immediately occupiable after the earthquakes. However, along with the satisfying performance of this building there were no signs of considerable sliding of the isolation layer. The scattered paint on the FPBs remained undisturbed ( Fig. 11(b)), the masonry infill that may have blocked the isolation layer remained intact (Fig. 11(c)), and the cover plate at the main entrance seemed to have not moved (Fig. 11(d)). Possible reasons for the satisfactory performance of the building with a seemingly uninitiated base-isolation layer may include the local terrain effect that may ...
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... hospital was allegedly immediately occupiable after the earthquakes. However, along with the satisfying performance of this building there were no signs of considerable sliding of the isolation layer. The scattered paint on the FPBs remained undisturbed ( Fig. 11(b)), the masonry infill that may have blocked the isolation layer remained intact (Fig. 11(c)), and the cover plate at the main entrance seemed to have not moved (Fig. 11(d)). Possible reasons for the satisfactory performance of the building with a seemingly uninitiated base-isolation layer may include the local terrain effect that may have attenuated the ground motion and the smaller scale of the building as compared to the ...
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... along with the satisfying performance of this building there were no signs of considerable sliding of the isolation layer. The scattered paint on the FPBs remained undisturbed ( Fig. 11(b)), the masonry infill that may have blocked the isolation layer remained intact (Fig. 11(c)), and the cover plate at the main entrance seemed to have not moved (Fig. 11(d)). Possible reasons for the satisfactory performance of the building with a seemingly uninitiated base-isolation layer may include the local terrain effect that may have attenuated the ground motion and the smaller scale of the building as compared to the partially damaged building F1. Thorough investigation is deemed necessary to ...
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... was a strong motion station, Station 4408, approximately 3 km from the hospital [ Fig. 12(a)]. According to the response spectra of the 4408 record in Fig. 12(b), the isolated hospital experienced approximately DD2-level shaking during the M W 7.8 event. The DR was 0.92. The hospital building B3 was very likely to have experienced much stronger shaking during the M W 7.5 event that followed. Unfortunately, Station 4408 failed ...
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... was a strong motion station, Station 4408, approximately 3 km from the hospital [ Fig. 12(a)]. According to the response spectra of the 4408 record in Fig. 12(b), the isolated hospital experienced approximately DD2-level shaking during the M W 7.8 event. The DR was 0.92. The hospital building B3 was very likely to have experienced much stronger shaking during the M W 7.5 event that followed. Unfortunately, Station 4408 failed to obtain a record during the latter event because of the blackout as ...
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... 6-story hospital building B3 was constructed in 2019 ( Fig. 13(a) and (b)). The isolation layer constituted a separate story of small height at the base of the building that did not serve any building function (Fig. 13(c)). The isolator consisted of 122 FPBs of a design stroke of plus/ minus 490 mm ( Fig. 13(d)). Their vertical load-bearing capacities ranged from 730 to 1 250 tons depending on their ...
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... 6-story hospital building B3 was constructed in 2019 ( Fig. 13(a) and (b)). The isolation layer constituted a separate story of small height at the base of the building that did not serve any building function (Fig. 13(c)). The isolator consisted of 122 FPBs of a design stroke of plus/ minus 490 mm ( Fig. 13(d)). Their vertical load-bearing capacities ranged from 730 to 1 250 tons depending on their diameters (T _ IS, 2023c). The isolation gap around the building was being excavated when we visited (Fig. 14(a) and (b)) allegedly upon the request of the ...
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... 6-story hospital building B3 was constructed in 2019 ( Fig. 13(a) and (b)). The isolation layer constituted a separate story of small height at the base of the building that did not serve any building function (Fig. 13(c)). The isolator consisted of 122 FPBs of a design stroke of plus/ minus 490 mm ( Fig. 13(d)). Their vertical load-bearing capacities ranged from 730 to 1 250 tons depending on their diameters (T _ IS, 2023c). The isolation gap around the building was being excavated when we visited (Fig. 14(a) and (b)) allegedly upon the request of the structural engineers who inspected the building after the earthquake and found that the ...
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... the building that did not serve any building function (Fig. 13(c)). The isolator consisted of 122 FPBs of a design stroke of plus/ minus 490 mm ( Fig. 13(d)). Their vertical load-bearing capacities ranged from 730 to 1 250 tons depending on their diameters (T _ IS, 2023c). The isolation gap around the building was being excavated when we visited (Fig. 14(a) and (b)) allegedly upon the request of the structural engineers who inspected the building after the earthquake and found that the moat was improperly refilled and suspected that the isolation layer has been blocked during the earthquakes. The underground isolation layer was partially flooded, suggesting possible leakage of some pipes ...
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... 14(a) and (b)) allegedly upon the request of the structural engineers who inspected the building after the earthquake and found that the moat was improperly refilled and suspected that the isolation layer has been blocked during the earthquakes. The underground isolation layer was partially flooded, suggesting possible leakage of some pipes (see Fig. 13(c)). A long cable tray in the isolation layer fell because of the failure of its supports of thin steel angles (see Fig. 14(c)). There were also signs of poor construction quality in the isolation layer. At the diagonal construction joints in multiple concrete beams over the isolator, longitudinal rebars were exposed and styrofoam blocks ...
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... that the moat was improperly refilled and suspected that the isolation layer has been blocked during the earthquakes. The underground isolation layer was partially flooded, suggesting possible leakage of some pipes (see Fig. 13(c)). A long cable tray in the isolation layer fell because of the failure of its supports of thin steel angles (see Fig. 14(c)). There were also signs of poor construction quality in the isolation layer. At the diagonal construction joints in multiple concrete beams over the isolator, longitudinal rebars were exposed and styrofoam blocks were found to remain in the concrete (Fig. ...
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... isolation layer fell because of the failure of its supports of thin steel angles (see Fig. 14(c)). There were also signs of poor construction quality in the isolation layer. At the diagonal construction joints in multiple concrete beams over the isolator, longitudinal rebars were exposed and styrofoam blocks were found to remain in the concrete (Fig. ...
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... because of the blocking of the isolation layer, disproportionate nonstructural damage was observed in the superstructure of the building. It included the widespread damage to the suspended ceilings (Fig. 14(c)) and the extensive cracking of masonry infills ( Fig. 14(d)). They are the two types of most commonly seen nonstructural damage often observed in non-isolated buildings ( Kanda et al., 2021). As a result of such nonstructural damage, the occupancy of B3 remained suspended upon our visit on March 30, ...
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... because of the blocking of the isolation layer, disproportionate nonstructural damage was observed in the superstructure of the building. It included the widespread damage to the suspended ceilings (Fig. 14(c)) and the extensive cracking of masonry infills ( Fig. 14(d)). They are the two types of most commonly seen nonstructural damage often observed in non-isolated buildings ( Kanda et al., 2021). As a result of such nonstructural damage, the occupancy of B3 remained suspended upon our visit on March 30, ...
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... is a base-isolated building of the Elbistan State Hospital with 378 beds (Elbistan Devlet Hastanesi, 2023). It was constructed in 2017 and had a block of 3 stories in the front and another block of 9 stories above the ground in the back (Fig. ...
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... strong motion record during the M W 7.5 event. The second closest strong motion station to the hospital was Station 4409. It was approximately 50 km to the northeast of Building B4 and was on the same side of the fault rupture (Fig. 4). Its response spectra suggest a 20% lower-than-the-DD2-level horizontal shaking within the 2-3 s period range [ Fig. 15(b)]. The actual ground shaking experienced by B4 should have been stronger than ...
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... blocks of B4 rested on top of an isolation layer of 455 FPBs in the basement, which was occupied as administrative offices. Most FPBs in the isolation layer were hidden behind nonstructural elements and only one near a staircase was exposed for visitors to acknowledge the seismic isolation technology (Fig. 16(a)). A first glance gave an impression that the isolator was blocked by a girder, which was in fact a thin gypsum board for decoration (Fig. 16(b)). According to the manager of the hospital, the gypsum board, together with other nearby nonstructural elements, was broken by the deformation of the isolator during the earthquake but has been ...
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... as administrative offices. Most FPBs in the isolation layer were hidden behind nonstructural elements and only one near a staircase was exposed for visitors to acknowledge the seismic isolation technology (Fig. 16(a)). A first glance gave an impression that the isolator was blocked by a girder, which was in fact a thin gypsum board for decoration (Fig. 16(b)). According to the manager of the hospital, the gypsum board, together with other nearby nonstructural elements, was broken by the deformation of the isolator during the earthquake but has been repaired soon after the earthquake. Despite this alleged nonstructural damage in the basement, the operation of the hospital was recovered ...
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... isolator during the earthquake but has been repaired soon after the earthquake. Despite this alleged nonstructural damage in the basement, the operation of the hospital was recovered immediately after the earthquake. Other minor damage to the building included the dislocation of some segments of the sealing plates around the isolation interface (Fig. 16(c) and ...
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... is the base-isolated building of the D€ ortyol State Hospital with 450 beds in Hatay Province (D€ ortyol Devlet Hastanesi, 2023). It was approximately 86 km to the southwest of the epicenter of the M W 7.8 event and approximately 25 km to the east of the fault rupture (see Fig. 1). Only 0.9 km to the east of the hospital was Station 3134, which obtained a strong motion record during the M W 7.8 event [ Fig. 17(a)]. The record had a peak ground velocity (PGV) of 40 cm/s in the horizontal direction. Its spectra suggest that the horizontal shaking was approximately 2.5 times the DD2-level intensity within the ...
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... with 450 beds in Hatay Province (D€ ortyol Devlet Hastanesi, 2023). It was approximately 86 km to the southwest of the epicenter of the M W 7.8 event and approximately 25 km to the east of the fault rupture (see Fig. 1). Only 0.9 km to the east of the hospital was Station 3134, which obtained a strong motion record during the M W 7.8 event [ Fig. 17(a)]. The record had a peak ground velocity (PGV) of 40 cm/s in the horizontal direction. Its spectra suggest that the horizontal shaking was approximately 2.5 times the DD2-level intensity within the period range of 2-3 s (Fig. 17(b)). The response spectrum in the vertical direction reached the DD1-level around the period of 1 s (Fig. ...
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... 0.9 km to the east of the hospital was Station 3134, which obtained a strong motion record during the M W 7.8 event [ Fig. 17(a)]. The record had a peak ground velocity (PGV) of 40 cm/s in the horizontal direction. Its spectra suggest that the horizontal shaking was approximately 2.5 times the DD2-level intensity within the period range of 2-3 s (Fig. 17(b)). The response spectrum in the vertical direction reached the DD1-level around the period of 1 s (Fig. ...
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... event [ Fig. 17(a)]. The record had a peak ground velocity (PGV) of 40 cm/s in the horizontal direction. Its spectra suggest that the horizontal shaking was approximately 2.5 times the DD2-level intensity within the period range of 2-3 s (Fig. 17(b)). The response spectrum in the vertical direction reached the DD1-level around the period of 1 s (Fig. ...
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... base-isolated B5 building was constructed in 2019 and had two 3-story blocks in the front and another 10-story block above ground in the back (Fig. 18(a)). The building was seismically isolated by 340 FPBs of a design stroke of plus/minus 400 mm. Their vertical load-bearing capacities range from 400 to 4110 tons depending on their diameters (T _ IS, 2023d). The isolation layer was not occupied for any other functions (Fig. 18(b)). A video showed that the shaking of the building was felt ...
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... in the front and another 10-story block above ground in the back (Fig. 18(a)). The building was seismically isolated by 340 FPBs of a design stroke of plus/minus 400 mm. Their vertical load-bearing capacities range from 400 to 4110 tons depending on their diameters (T _ IS, 2023d). The isolation layer was not occupied for any other functions (Fig. 18(b)). A video showed that the shaking of the building was felt by the occupants during the earthquake, who fled form the building with fear (Habertürk, 2023). Nonetheless, the building received little damage during the earthquake, and the operation was immediately resumed after the earthquake. The only sign of damage was the crushed edges ...
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... was felt by the occupants during the earthquake, who fled form the building with fear (Habertürk, 2023). Nonetheless, the building received little damage during the earthquake, and the operation was immediately resumed after the earthquake. The only sign of damage was the crushed edges of some tiles on the cover plate over the isolation gap (Fig. 18(b)). In addition, there were also signs of residual deformation of several millimeters in multiple FPBs [ Fig. ...
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... the building received little damage during the earthquake, and the operation was immediately resumed after the earthquake. The only sign of damage was the crushed edges of some tiles on the cover plate over the isolation gap (Fig. 18(b)). In addition, there were also signs of residual deformation of several millimeters in multiple FPBs [ Fig. ...
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... rupture of the M W 7.8 event was in a region of dense strong motion stations. The survey team visited four hospitals along the fault rupture. They were all fixed-base buildings constructed after 2001 and were within 2 km from the fault rupture of the M W 7.8 event. They are labeled as F2 to F5 according to their locations along the fault rupture (Fig. 1). This section introduces their post-quake occupancy status and observed damage if there was ...
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... F2 building of the Nurda gi State Hospital in Gaziantep Province was approximately 31 km to the east of the epicenter of the M W 7.8 event, the closest to the epicenter among the four hospitals of concern in this section (Fig. 1). The small city of Nurda gi was almost destroyed by the strong shaking of the earthquake (Haberler, 2023). The town was known to have a high seismic risk before the earthquake. The DD1-level maximum spectral acceleration is as high as 2.1g for site class ZB as per the seismic code (TBDY-2018(TBDY- , 2018. Although very strong, the ...
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... The DD1-level maximum spectral acceleration is as high as 2.1g for site class ZB as per the seismic code (TBDY-2018(TBDY- , 2018. Although very strong, the ground motion record by the nearby Station 2712 exhibited a horizontal spectral acceleration lower than the expected DD1-level spectrum at the estimated fundamental period of Building F2 [ Fig. 19(b)]. Nonetheless, it exceeded the DD2-level spectrum by 1.59 times. Despite the high demand ratio, the 4-story RC frame building F3 [ Fig. 22(a)] sustained no visible damage to its structural elements and minimal damage to its nonstructural elements. The hospital remained operational after the earthquake. A surface rupture went through ...
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... F5 of the Hatay Education and Research Hospital was close to the southwestern end of the fault rupture of the M W 7.8 earthquake (see Fig. 1). It was approximately 9 km to the northeast of the city center of Hatay. The city was among the most badly damaged areas in the earthquake. The building damage there was especially heavy on the alluvial plain along the ...
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... 2001 ( € Ozden and Erkılıç, 2015). All the hospital buildings introduced in the proceeding sections were built after 2001. In this last section, we introduce the observed damage to two older hospital buildings that were constructed before 2001. Both buildings were low-rise RC frame structures in Hatay Province. They are labeled as F6 and F7 in Fig. 1 Fig. 27(a)]. Although poor in very short-period contents, the record exhibited a horizontal spectral acceleration between the DD2 and DD1 levels in a wide range of period [ Fig. 27(b)]. F6 sustained severe structural damage under the strong shaking. A block in the middle of the building collapsed and was being demolished during the ...
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... a horizontal spectral acceleration between the DD2 and DD1 levels in a wide range of period [ Fig. 27(b)]. F6 sustained severe structural damage under the strong shaking. A block in the middle of the building collapsed and was being demolished during the earthquake (Fig. 28). The whole building was to be demolished according to the local staff. (Fig. 1). As shown in Fig. 29, the spectral acceleration of the 3134 record at the estimated fundamental period of F7 was close to the DD2-level spectrum. It was prohibited to access the building when we visited it. From outside the building, the observed damage included the collapsed wooden roof, RC column hinging at the bottom end, and ...
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... [8][9][10] Observation of the post-quake status of medical systems in the 2023 Turkey seismic sequence, for example, highlighted that new base-isolated hospital buildings can provide better protection of non-structural elements than fixed-base ones. 12 This is confirmed in the case of hospitals first designed according to out-of-date seismic codes and then retrofitted with base-isolation, representing a cost-effective solution for the reduction of the seismic vulnerability of non-structural elements also taking into account the long-time frame related to the construction of new buildings. 13,14 Starting from experimental investigations on the seismic response from individual component testing, [15][16][17][18] attention has also addressed the interaction between structural and non-structural systems, involving shaking table tests of fixed-base [19][20][21][22] and base-isolated [22][23][24] testing facilities and two-level shake platforms simulating the motions of the upper levels of multi-storey buildings. ...
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... Seismic isolation technology has undergone decades of development and has been confirmed by numerous researchers as a dependable and highly efficient method for seismic resistance [1,2]. In particular, in strong earthquake events such as the Chi-Chi (1999), Wenchuan (2008), Lushan (2013)， and Turkey (2023) earthquakes, buildings that have adopted seismic isolation technology have displayed excellent seismic performance [3][4][5][6]. By incorporating various types of bearings, seismic isolation technology can prolong the natural vibration period of a structure and thereby reduce its seismic response. ...
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... Public buildings comprise hospitals, police and fire departments, and other administrative structures. Some of them, particularly health facilities including base-isolated and fixed-base buildings, demonstrated superior performance in terms of achieving the goal of immediate occupancy and providing better protection for nonstructural elements, whereas the latter achieved the goal of collapse prevention despite being very close to the coseismic surface fault ruptures and subjected to higher-than-design-level ground motion [50]. As regards the historical masonry mosques and minarets, their majority were heavily and very heavily damaged or completely collapsed after the earthquakes' occurrence. ...
On 6 February 2023, southeastern Turkey was struck by two major earthquakes that devastated 11 provinces. Tens of thousands of buildings collapsed and more were later demolished. During post-event field surveys conducted by the authors, several disposal sites set up in the most affected provinces were detected and checked for suitability. Based on field observations on the properties of sites and their surrounding areas as well as on the implemented debris management activities, it is concluded that all sites had characteristics that did not allow them to be classified as safe for earthquake debris management. This inadequacy is mainly attributed to their proximity to areas, where thousands of people reside. As regards the environmental impact, these sites were operating within or close to surface water bodies. This situation reveals a rush for rapid recovery resulting in serious errors in the preparation and implementation of disaster management plans. In this context, measures for effective debris management are proposed based on the existing scientific knowledge and operational experience. This paper aims to highlight challenges during earthquakes debris management and related threats posed to public health and the environment in order to be avoided in future destructive events.
Data collection concerning the operational conditions of the non- structural elements plays a crucial role to assess the seismic risk of healthcare facilities. In this context, Operational Modal Analysis (OMA) technique applied to non-structural components represents a valid procedure to identify the behavior of such components in service conditions and to detect anomalies of the system.
In this paper, the potentialities offered by OMA for monitoring of non- structural elements and to support seismic risk assessment purposes are discussed. A glass partition wall, located in Campobasso’s Hospital (Southern Italy) has been considered as a case study. It has been monitored for a time interval of 19 days. Moreover, the influence of vibrational behavior of the building structure on the response of the glass partition has been assessed by a basic sensor layout to record the dynamic response of the floor. Research outcomes proved that (i) OMA is effective in providing information about the monitored system; (ii) building struc- ture dynamics can be discriminated, and the continuous dynamic identification of the glass partition accomplished; (iii) the dataset of the modal properties can be effectively used to identify changes in the performances and support the workplace safety of critical facilities.
M w 7.8 and 7.5 strong earthquakes struck the Kahramanmaras province, southeastern Turkey on 6 February 2023. More than 50,000 and 8,400 lives were lost in Turkey and Syria, and approximately 230,000 buildings were destroyed or heavily damaged. 379 and 387 strong-motion stations in Turkey observed the M w 7.8 and M w 7.5 strong ground motions, nineteen and one of them recorded the east-west peak ground acceleration (PGA) larger than 500 cm/s ² , respectively. Referring to the building damage assessment map of 2023 Turkey earthquakes, we calculated the averaged damage ratio of 24 strong-motion stations with a circle of 100m in radius. Site effects in several specific southern Turkey cities may lead to a very irregular distribution of building damage. Based on the reinforced concrete (RC) analysis model of building damage probability created from the building damage data of the 1995 Hyogo-ken Nanbu (Kobe) earthquake, we estimated the building damage probability of these southeast Turkey strong-motion stations. The optimal seismic vulnerability functions of residential RC buildings in southeast Turkey were obtained. The shear strength might be set to 60% of OLD-RC structure or 40% of NEW-RC structure in the Nagato-Kawase model for Kobe earthquake when build the building seismic damage probability model of southeastern Turkey.
