Andrei BALA(1), Alexandru ALDEA(2), Florin S. BALAN(1), Cristian ARION(2) (2) Technical University for Civil Engineering, Bucharest, Romania
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1 GEOLOGICAL AND GEOPHYSICAL MODELS UNDERNEATH BUCHAREST CITY RESPONSIBLE FOR THE VARIABILITY OF SEISMIC SITE EFFECTS Andrei BALA(), Alexandru ALDEA(2), Florin S. BALAN(), Cristian ARION(2) () National Institute for Earth Physics, Bucharest-Magurele, Romania, (2) Technical University for Civil Engineering, Bucharest, Romania Geological and geomorphological settings of Bucharest City area Bucharest, the capital of Romania, with more than 2 million inhabitants, is considered after Istanbul the second-most earthquake-endangered metropolis in Europe. It is identified as a natural disaster hotspot by a recent global study of the World Bank and the Columbia University (Dilley et al., 25). Four major earthquakes with moment-magnitudes between 6.9 and 7.7 hit Bucharest in the last 65 years. The most recent destructive earthquake of 4th March 977, with a moment magnitude of 7.4, caused about.5 casualties in the capital alone. All disastrous earthquakes are generated within a small epicentral area the Vrancea region- about 5 km north of Bucharest. Thick unconsolidated sedimentary layers in the area of Bucharest amplify the arriving seismic shear-waves causing severe destruction. Thus, disaster prevention and mitigation of earthquake effects is an issue of highest priority for Bucharest and its population. Geology of the Bucharest area Bucharest city is situated in the central part of the Moesian Platform, an important structural unit of the Romanian territory which corresponds to the Romanian Plain from the morphological point of view ( see Figure ). Quaternary geology of Bucharest City is characterized by 7 distinct sedimentary complexes, with different peculiarities and large intervals of thicknesses. These shallow Quaternary complexes were first identified and separated by Liteanu (95) and then cited by different authors with minor changes (Aldea and Arion, 2; Ciugudean and Stefanescu, 25; Hannich et al., 25, Bala et al., 25 and 26). Type stratum: Recent surface sediments, made up of vegetal soil and clayey sediments, with a thickness locally reaching 5 m. Type 2 stratum: Upper Sandy-Clayey Complex, is constituted of loess formations, often moisture sensitive, with sand layers and overall thickness of 6 m in the North and less than m on the river side. There are two lithological types of deposits: typical loess and loess-loam. Loess has two different layers, an upper one-darker as colour (yellow brown) it is corresponding for a leaching area of meteoric waters and a lower layer, white yellow, with a dense network of limestone inclusions which correspond to accumulation area of washed carbonate, where appear frequently concretions and powdered limestone. As granularity, loess is corresponding to a silty clay, with 2% of clay fraction and about 5% of silt fraction. Loess loams are brown-grayish and generally plastic staffed - plastic consistent. They are not limy/calcareous at all and contain iron manganese black pigmentations and grains. As granularity, these deposits have a clay fraction larger than loess. The types described above appear inter-stratificated only over the fields on the left side of Colentina River, over the Dambovita Colentina Interfluvium and on the right side of Dambovita River. The opinions regarding their origin are quite different, but the eolian conditions and lacustrine forms were accepted. Type 3 stratum: Colentina Gravel Complex, made up gravel and sand (with large variations in grain size) and frequently with water bearing, clayey layers, with a variable phreatic level from.5 m to 4. m. Thickness locally reaches 2 m. The specific average permeability coefficient of these aquifers is between 5 m to 25 m per day. From a genetic point of view, the crossing structure of gravels indicates very intense torrential conditions. Typical case of complex cone of dejection. Type 4 stratum: Intermediate Clay Complex, made up of alternating brown and grey clays, with intercalation of hydrological fine confined sandy layers. The thickness of this layer reaches a 23 m maximum in the North of the city, but towards South it becomes very thin disappears. This stratum has disseminated limestone abundantly, limonite, and similitude with clays from Lacustrine Complex, which led to the conclusion the origin is lacustrine. Type 5 stratum: Mostistea Sand Complex, a confined water-bearing layer made up of fine grey sands with lenticular intercalation of clay. Its thickness varies from m to 5 m and is continuously extending around Bucharest city. Sometimes the underground water communicates with the upper unconfined layer, such that the water pressure level is approximately the same as the phreatic level. Type 6 stratum: Lacustrine Complex, cu grosimi de 6 m, is made of clays and silty clays, with small lenticular sandy layers, most frequently situated at the top of this complex. The gray colour and also the limestone content show that the conditions are typically for a lacustrine facies. Type 7 stratum: Fratesti Sands Complex is the deepest bearing stratum with a thickness of m to 8 m and includes A, B, C Fratesti levels. It is made up of sands and gravel, from which industrial and drinking water is usually pumped out (Ciugudean and Stefanescu, 25). GEOPHYSICAL MEASUREMENTS IN BOREHOLES IN BUCHAREST CITY According to the proposed plan of the project new boreholes with a depth of 5 m were drilled in the metropolitan area of Bucharest in order to obtain the necessary data for a new and modern map with site effects related to earthquake wave amplification. The boreholes are placed near URS stations (Urban Seismology project 23/24, Ritter et al., 25) or K2 stations (a strong-motion recording network) of the National Institute for Earth Physics, Bucharest (NIEP) to allow a direct comparison and calibration of borehole data with actual seismic measurements. Six of the eight proposed boreholes are placed like that, four boreholes are placed in the proximity of K2 stations of NIEP. The positions of the boreholes are also chosen in order to fill information gaps in the central part of Bucharest. Their position are given in The Figure 3. Position of the boreholes in Bucharest City Longitudinal and transverse seismic wave velocities from in situ measurements Vp [m/s] Careful selection of the boreholes sites according to the proposed plan and also according to the real situation - in this case being an area of a very populated and rapidly changing city. The selection procedure was conducted in 26. Finally 2 borehole sites were chosen in public places, belonging to the City Hall ( Titan 2 Park and Tineretului Park). The other two places are situated at private places - at the Ecologic University, near Dambovita River, and the Astronomic Institute of Romania, near the Carol Park. Thus all four sites are situated inside the central part of Bucharest and fully agree to the aims of the project. In 27 the selection procedure for the sites was conducted in February and March 27. Finally 3 borehole sites were chosen in public places, belonging to the City Hall : Motodrom Park, Tei Park and Bazilescu Park. The last one is situated at a private place - at the Romanian Shooting Federation, in the northern part of Bucharest City. The selection of the next 2 boreholes in additional sites according to the real situation in the field. One was chosen near Geological Museum (Victory Place, in central Bucharest) and the other in southern part of Bucharest, at the NIEP site, in Magurele Vp & seismic velocity [m/s] Astronomic Inst. Titan2 Park Tineretului Park The University of Civil Engineering Bucharest (UTCB) was chosen as third party. The drilling and in situ seismic measurements in boreholes were done by a team of specialists lead UTCB, Bucharest, Romania. 2 RESULTS OF THE DOWN-HOLE SEISMIC MEASUREMENTS The Vp seismic velocities recorded in the sites in Bucharest City are in a narrow range, only the velocities recorded in the Ecologic University site being a bit larger ( see Table ). The seismic velocities are in a very close range: between 2-6 m/s at surface and 4-44 at 5 m depth. Results obtained by the down-hole seismic method in the first 4 boreholes drilled in Bucharest City are presented graphically in Fig. 4. They were used as input data in the program SHAKE2. 3 The mean weighted seismic velocities for the first 5 (of 7 types) of Quaternary layers are computed and given in the Table for all the sites, in order to be compared with seismic velocity values obtained from previous seismic measurements. Weighted mean values for VS are computed according to the following formula : Ecologic Univ. Mean value 4 n h å i i= n i VS = h å i= V Si () 5 Where hi and VSi denote the thickness (in meters) and the shear-wave velocity (in m/s) of the i-th layer, in a total of n layers, existing in the same type of stratum ( Romanian Code for the seismic design for buildings - P-/26; EUROCODE 8). According to the same code, the weighted mean values, computed for at least 3 m depth, determine 4 classes of the soil conditions:. Class A, rock type : > 76 m/s; 2. Class B, hard soil : 36 < < 76 m/s; 3. Class C, intermediate soil: 8 < < 36 m/s; 4. Class D, soft soil: < 8 m/s. All the VS-3 values in Table belong to type C of soil after this classification ( Romanian Code for the seismic design for buildings - P-/26). Even the VS-5 values in the Table fall in the type C of the classification. According to this code, the elastic response spectra characterizing the 4 classes of the soil conditions will be determined using the methodologies in the international practice. Figure 3. Vp and values in the 4 boreholes measured in Bucharest by seismic downhole method. Figure 2. Position of the boreholes in Bucharest in which seismic measurements were done by down-hole method. Results of the in situ seismic measurements 2 No. 4 5 Mean weighted seismic velocities [m/s] Vp Vp Vp Vp _3 _5 Tineret Park Ecologic Univ Astronomic Institute Titan2 Park Motodrom Park Student Park Bazilescu park 8. Romanian Sport Shooting Fed. 9. Geologic Museum. NIEP site Magurele Mean weighted seismic velocities for all sites [m/s] Equivalent-linear modelling of seismic site effects in Bucharest City Conclusions.5.5 % BAZI % EUNI % FRTIR % GEOM % INAS % MOTO % NIEP % STUP % TINP % TITAP BAZI EUNI FRTIR GEOM INAS MOTO NIEP STUP TINP TITAP Strong motion.4 Spectral acceleration [s] Spectral Acceleration [g] Vp. 4. A) BAZI FRTIR GEOM MOTO NIEP STUP INC_4 INC_ Strong motion.75.5 Spectral acceleration (g) Spectral acceleration [s] Geologic stratum type UTCB_TEI - model 78m surface UTCB_TEI_EWstrong motion applied UTCB_TEI recorded at surface Intermediate Clay Layer Lacustrine Layer Fratesti aquifer A Depth [m] ANIN EUNI BAZI GEOM FRTIR NIEP MOTO STUP TINP TITAP Figure 8. Spectral acceleration response computed with the input strong motion INC_EW for the 7 sites in Bucharest, down to m depth.. PGA [g] Period (s) Figure. UTCB(TEI_EW) Spectral acceleration calibration of the model - 7 m (curve ) with the signal recorded at surface (curve 3) in the same place PGA [g] INC_4 msurface INC_recorded at surface Strong motion applied:bbi_ew.4 - % INAS % EUNI % BAZI % GEOM % FRTIR % NIEP % MOTO % STUP % TINP % TITAP % BAZI % GEOM % FRTIR % NIEP % MOTO % STUP % INC_ Acknowledgements B). Figure. Geologic cross-sections in Bucharest City area in a N - S direction : A).North-South litologic cross section ; B). Hydrogeological blok diagram Spectral acceleration [g] Period [s] Figure 6. Spectral acceleration response computed with the input strong motion TEI_EW for the sites in Bucharest, down to 7 m depth.. PGA [g]. Period [s] Depth [m] Mostistea Aquifer 244 Figure 4. Spectral acceleration response computed with the input strong motion PRII_EW for the sites in Bucharest, down to 5 m depth Colentina Aquifer Period [s] Main geologic Depth of Density Averaged Averaged values of Mean weighted layer no. the upper [g/cm3] the mean weighted seismic velocity limit [m/s] seismic velocity in 4 boreholes of the [m/s] geologic in 7 boreholes After Report for (6 sites) layer [m/s] NATO SfP Project after Oct. 27 [m] Hannich et al., in boreholes After Ciugudean and 25 After Bala et al., 27 Stefanescu, Backfill Depth [m] Table. Mean weighted seismic velocities for the first 5 (of 7 types) of Quaternary layers in 4 new sites from Bucharest City. 2. Upper Clay.5-5. Layer Period [s] Table 2. Averaged and mean weighted values of characteristic of the 7 main Quaternary sedimentary in Bucharest City. Figure 5. PGA variation with depth as result from equivalent-linear modelling in the boreholes in Bucharest, down to 5 m depth. Figure 7. PGA variation with depth as result from equivalent-linear modelling in the boreholes in Bucharest, down to 7 m depth. Figure 9. PGA variation with depth as result from equivalent-linear modelling in the 7 boreholes in Bucharest, down to m depth.. An international research project - NATO SfP Project was performed between 26-28: Siteeffect analyses for the earthquake-endangered metropolis Bucharest, Romania. This project has as target to fill the gap in the knowledge concerning seismic and geotechnical parameters in the shallow (h < 5 m), unconsolidated soil and sediment layers in Bucharest, especially in the geologic layers - 5. This project is conducted by Karlrsuhe University, Germany, and National Institute for Earth Physics, Bucharest, Romania and it has as main objective earthquake risk mitigation and better seismic safety of Bucharest City. [Ritter, 26] 2. The mean weighted values of shear-wave velocity are computed from the sites investigated by downhole measurements in Bucharest City (Table ) and presented in Table 2 for comparison with other results from seismic measurements. Depth of the main geologic layers and average unit weight of the sedimentary layers are also average values from many borehole measurements in Bucharest area [Ciugudean and Stefanescu, 25]. Data from Table and Table 2 can be used as valuable input data for further studies of the equivalent linear analysis. [Annual Technical Report for NATO SfP 98882, 26, 27]. The values obtained in the first 3 layers are very important and among the first results measured in these sedimentary layers and reported for Bucharest City. 3. The spectral acceleration computed for the new sites in Bucharest present many similar aspects due to the rather uniform recorded velocities and also due to the curves G/Gmax and attenuation curves used in the calculation. The overall research problem is focused on analysing the sensitivity of these input parameters. For that, one of the parameters may vary in realistic values, while the other are kept constant. 4. New geotechnical laboratory measurements are now performed on the rock samples extracted from the boreholes. Computed curves for G/Gmax and attenuation curves are thoroughly obtained from these laboratory tests for each type of sedimentary unit. These curves together with share waves velocity values obtained from in situ measurements and natural unit weight of the samples will be gathered in a unique set of data to be further used for studies of the equivalent linear analysis and nonlinear analysis of the seismic site amplification in Bucharest based on real geophysical and geotechnical data. Figure. INC_EW Spectral acceleration calibration of the model - m (curve ) with the signal recorded at surface (curve 3) in the same place The field work was done and the database was gathered in the frame of the NATO SfP Project 98882: Site-effect analyses for the earthquake-endangered metropolis Bucharest, Romania. Partners: Geophysical Institute, Karlsruhe University, Germany. National Institute for Earth Physics, Bucharest-Magurele, Romania. Linear modelling of the sites were performed in the frame of Romanian Contract no.3-38, by National Institute for Earth Physics, Bucharest-Magurele, Romania.
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